THE  LIBRARY 

OF 

THE  UNIVERSITY 

OF  CALIFORNIA 

DAVIS 


STATE  OF  CALIFORNIA 

DEPARTMENT  OF  PUBLIC  WORKS 

DIVISION  OF  ENGINEERING  AND  IRRIGATION 


BULLETIN  No.  3 


Water  Resources  of  Tulare  County 
and  Their  Utilization 


1922 


(Based  on  Investigation  in  Cooperation  With  Tulare  County) 


21044 


CALIFORNIA  STATE  PRINTING  OFFICE 
SACRAMENTO,  1922 


STATE  OF  CALIFORNIA 

DEPARTMENT    OF    PUBLIC    WORKS 

SACRAMENTO 


Division    of   Engineering 
and    Irrigation 


A.  B.  Fletcher,  Director, 
Department  of  Public  Works, 


August  29,  1922. 


BUILDING. 

Subject:  Water  Resources  of  Tulare  County. 

Dear  Sir  :  Early  in  the  year  1920  I  was  approached  by  a  committee 
from  Tulare  County  which  committee  was  very  eager  to  have  assistance 
in  determining  something  more  definite  concerning  the  water  supply 
of  the  county  than  then  existed.  We  were,  at  that  time,  engaged  in 
the  examination  of  the  problems  of  Kern  River  which  examination  has 
been  completed  and  a  report  of  which  is  contained  in  our  Bulletin  No. 
9.  The  Tulare  County  committee  had  knowledge  of  our  work  in  Kern 
County  and  expressed  a  desire  for  such  service  in  their  county,  offering 
to  aid  in  meeting  the  necessary  expenses. 

The  State  Department  of  Engineering  was  in  great  need  of  such  a 
study  in  relation  to  the  water  supply  of  the  Lindsay-Strathmore  and 
Terra  Bella  Irrigation  Districts.  Arrangements  were  made  for  the 
work,  Tulare  County  to  supply  $7,500  toward  the  expense,  the  Count}* 
Water  Users  Association  $2,500  and  the  state  the  remainder.  The  total 
cost  has  been  about  $22,000. 

It  would  have  been  impossible  for  us  to  have  secured  the  information 
now  assembled  within  the  period  such  work  has  been  done  and  within 
the  financial  means  of  the  Department  of  Engineering. 

The  value  of  the  work  will  depend  largely  upon  a  generous  circulation 
among  Tulare  County  people. 

Our  division  should  have  it  in  more  permanent  form. 

I  herewith  submit  text  of  same  ready  for  printer. 
Yours  very  truly, 

W.  F.  McClure, 
Chief,  Division  of  Engineering 
and  Irrigation 

Approved  for  publication,  August  30,  1922. 

A.  B.  Fletcher,  Director  of  Public  Works. 


TABLE  OF  CONTENTS 


Page 

INTRODUCTION    9 

SUMMARY  AND  CONCLUSIONS 10 

MAIN  REPORT 14 

Chapter  I. 

GENERAL  FEATURES 14 

Climate 14 

Soils 14 

Crops   15 

Chapter  II. 

WATER  SUPPLY 16 

Kaweah  River 17 

Accuracy  of  Kaweah  River  Records 19 

Kaweah  River  Records  1919  and  1920 20 

Channel  Losses  in  Kaweah  River 23 

Tule  River 23 

Main  Tule  River 24 

South  Fork  of  Tule  River 25 

Summary  for  entire  Tule  River  Drainage  Area 26 

Run-off  of  Smaller  Drainage  Basins  in  Tulare  County 26 

Deer  Creek 27 

White  Creek _ . 30 

Run-off  of  Minor  Drainage  Areas  in  Tulare  County 31 

Total  Water  Supply  from  Drainage  Area  Discharging  into  Tulare  County 34 

Surface  Outflow  from  Valley  Areas l\~> 

Outflow  from  Kaweah  Delta 35 

Outflow  from  the  Tule  River 39 

PART  II.     UTILIZATION  OF  THE  RUN-OFF  OF  KAWEAH  RIVER. 

Chapter  III. 

PRESENT  UTILIZATION  OF  THE  RUN-OFF  OF  KAWEAH  RIVER 43 

Canal  Diversions  from  Kaweah  River , 43 

Maximum  Rate  of  Diversion  by  Canals  from  Kaweah  River 49 

Areas  Irrigated  by  Kaweah  River  Ditches 50 

Duty  of  Water  under  Ditches 53 

Total  Irrigated  Areas  Dependent  on  Kaweah  River  for  their  Water  Supply..  54 

Sub-irrigated  Areas ' 56 

Rate  of  Increase  in  Area  Irrigated  by  Kaweah  River  Run-off 57 

Chapter  IV. 

USE    OF    GROUND   WATER    IN    AREA    DEPENDENT   ON    KAWEAH 

RIVER  RUN-OFF 59 

Introduction    59 

Elements  of  Inflow  or  Recharge  of  Ground  Water 60 

Estimated  Draft  on  Ground  Water 60 

Possible  Sources  of  Loss  from  Kaweah  Delta  Ground  Water  Storage 63 

Ground  Water  Conditions  along  Kings  River  Ridge 65 

Ground  Water  Fluctuations  on  Kaweah  Delta  During  Winter  Months--  65 

Formation  of  Kaweah  Delta 68 

Ground  Water  Fluctuations (ill 

Ground  Water  Fluctuations  1917  to  1921 70 

Ground  Water  Change  Since  1905 72 

Variations  in  Conditions  of  Water  Supply  and   Use  in  Different  Parts  of 

Kaweah  Delta 72 

Main  Area  Covered  by  Canals 74 

Lower  and  Western  Part  of  Kaweah  Delta SI 

Upper  Canal  Areas $2 

Area  of  Kaweah  Delta  West  of  Lindsay-Strathmore  Irrigation  District S4 


DEPARTMENT   OF   PUBLIC    WORKS. 

Areas  Adjacent  to  Kaweah  Delta 85 

Areas  Along  the  Foothills  North  of  Kaweah  River  Areas 85 

Cottonwood    Creek    Area 80 

Lewis  Creek  Area S7 

Lakeside  Ditch  Area 88 

Corcoran  Irrigation  District     89 


Chapter  V. 

KAWEAH  RIVER  STORAGE  SITES 90 

Available  Storage  Sites 90 

Economical  Size  of  Storage '     93 

Seasonal  Use 94 

Use  of  Storage 97 

Evaporation  Losses 100 

Summary  of  Use  Obtainable  from  Storage 101 

Power  Development  at  Dam 102 

Storage  of  Surplus  Waters 104 

Storage  of  Winter  Flow  Only 107 

Storage  of  Flood  Flow  Only 107 

Chapter  VI. 

POSSIBLE  CHANGES  IN  USE  OF  RUN-OFF  OF  KAWEAH  RIVER 109 

PART  III.     UTILIZATION  OF  WATER  SUPPLY  OF  SOUTHERN 
PART  OF  TULARE  COUNTY. 

Chapter  VII. 

AREA  DEPENDENT  ON  TFLE  RIVER  FOR  ITS  WATER  SUPPLY 117 

General  Formations  Affecting  Ground  Water 117 

Extent  of  Tide  River  Area 118 

Areas  Irrigated 119 

Use  by  Canals - 120 

Use  of  Ground  Water 125 

Areas  Within  Which  Some  Lands  Receive  Canal  Irrigation 130 

Lands  East  of  West  Line  of  Range  27  East 130 

Lauds  in  Range  2G  East 130 

Lands  Along  Lower  Tule  River 130 

Tule  River  Areas  Outside  of  Areas  Served  by  Canals 131 

Area  on  North  of  Tule  Delta 131 

Lands  East  on  West  Line  of  Range  2.">  East . 134 

Lands  West  of  West  Line  of  Range  25  East 134 

Lands  South  of  Tule  River  Canal  Area 135 

Summary 136 

Chapter  VIII. 

STORAGE  SITES  ON  TULE  RIVER .- 137 

Pleasant  Valley  Reservoir  Site  on  Main  Tule  River 138 

Storage  on  South  Fork  of  Tule  River 143 

Combination  of  Pleasant  Valley  and  South  Fork  Storage 145 

Chapter  IX. 

OTHER  AREAS  IN  SOUTHERN  TULARE  COUNTY 147 

Deer  Creek  Area 147 

White  Creek  Area 152 

Area  in  Southwestern  Tulare  County  Whose  Ground  Water  is  Considered  to 

Come  from  Mingled  Sources 154 

Northern  Kern  County 155 


INDEX  OF  FIGURES. 


Figure  Page 

1  Comparison  of  Discharge  of  Kaweah  River  at  Three  Rivers  and  at  McKay 

Point  Based  on  Automatic  Registers 20 

2  Relation  of  Precipitation  and  Elevation  for  Tulare  County  Streams 27 

3  Relation  of  Precipitation  and  Run-off  for  Tulare  County  Drainage  Areas 28 

4  Total  Annual  Run-off  Curves  for  Small  Unmeasured  Drainage  Areas  in 

Tulare  County — 29 

5  Relation  of  Fluctuations  of  Ground  Water  in  Kaweah  Delta  to  Run-off 

During  the  Winter  Months 67 

0       Hydrographs  of  Typical   Wells  Extending  Along  the  Course  of  Outside 

Creek    76 

7  Hydrographs  of  Typical  Wells  on  Lines  Radiating  Across  Kaweah  Delta 

Along  Deep  and  Packwood  Creeks 7S 

8  Hydrographs  of  Typical  Wells  in  Northern  Part  of  Kaweah  Delta  and  in 

Adjacent  Areas  to  the  North  and  West SO 

9  Hydrographs  of  Typical  Wells  in  Upper  Kaweah  River  Areas S3 

10  Area  and  Capacity  Curves  for  Ward  Reservoir  Site  on  Kaweah  River 91 

11  Curves  Showing  Relation  of  Estimated  Costs  to  Capacity  for  Ward  Reser- 

voir Site  on  Kaweah  River 94 

12  Relation   of   Storage  Used   to  Constructed   Capacity    from   Reservoirs   on 

Kaweah  River  Supporting  an  Irrigation  Draft  of  375.000  acre-feet 9S 

13  Hydrographs  of  Typical  Wells  in  Tule  River  Area 12S 

13A  Hydrographs  of  Typical  Wells  in  Area  West  of  Lindsay  -  Strathmore 
Irrigation  District  and  Dependent  on  Tule  River  for  its  Ground 
Water  Supply 133 

14  Profiles  of  Dam  Sites  at  Pleasant  Valley  Reservoir  Site  on  Tule  River — 13S 

15  Area  and  Capacity  Curves  for  Pleasant  Valley  Reservoir  Site  on   Main 

Tule  River   139 

16  Estimated  Costs  of  Storage  at   Pleasant  Valley  Reservoir   Site  on  Tule 

River   141 

17  Capacity  Curve  for  Reservoir  Site  on  South  Fork  of  Tule  River 144 

18  Hydrographs  of  Typical  Wells  in  Southern  Part  of  Tulare  County 150 


INDEX  OF  PLATES. 


Plate 

I. 

Fig. 
Fig. 

Plate 

II. 

Fig. 
Fig. 

Plate 

III. 

Fig. 
Fig. 

Plate 

IV. 

Fig. 
Fig. 

Plate 

V. 

Fig. 
Fig. 

Plate 

VI. 

Fig. 

Fig. 

Plate 

VII. 

Fig. 
Fig. 

Plate 

VIII. 

Fig. 

Fig. 

Plate 

IX. 

Fig. 

Fij 


Page 
A — Division  Weir  at  McKay  Toint 21 

B— Gaging    Station    on    Cross    Creek    at    Hanford    Road 

Bridge 22 

A — General  View  of  Drainage  Area  of  Yokohl  Creek 31 

B — Concrete    Flume    of    Lindsay  -  Strathmore     Irrigation 

District    31 

A — Diversion  Weir  of  Tulare  Irrigation  District 44 

B — Gaging  Station  on  Jennings  Ditch 44 

A — Waste  Gate  on  Lakeside  Canal  near  the  Diversion  from 

Cross  Creek 53 

B. — Pasture  Irrigation  Under  the  Lakeside  Ditch 53 

A — Cross  Furrow   Irrigation  of  Orchard   near  Yisalia 61 

B — Pumping  Plant  and  Concrete  Fipe  Distribution  System 

for  Orchard  near  Exeter 02 

A — General    View   of  North    End    of   Dam    Site    at    Ward 

Reservoir  Site  on  Kaweah  River 92 

B — Detail   View  of  Character  of  Rock   on   North    End  of 

Dam  Site  at  Ward  Reservoir  Site  on  Kaweah  River-       03 

A — General    View    of    Ward    Reservoir    Site    on    Kaweah 

River 95 

B — South   End  of  Dam   Site   at  Ward   Reservoir   Site   on 

Kaweah  River__ 95 

A — Weir  at  Head  of  Porter  Slough  on  Tule  River 124 

B — Diversion  Dam  of  Stockton  Ditch  on  Tule  River 124 

A — General    View   of    Pleasant    Valley    Reservoir    Site    on 

Tule  River 140 

B — Looking   Across   Main   Dam   Site    from   South    End   at 

Pleasant  Valley  Reservoir  Site  on  Tule  River 140 


INDEX  OF  MAPS. 


Map  No. 

1  Area    Irrigated   in   1921    in   Portions   of   San   Joaquin   Valley    in    and 

Adjacent  to  Tulare  County In  Pocket 

2  Ground  Water  Contours  of  San  Joaquin  Valley  in  Tulare  County  and 

Adjacent  Areas In  Pocket 

3  Change    in    Ground    Water    Elevations    from    November    1.    1920.    to 

November  1,  1921 .In  Pocket 

4  Average  Depths  of  Ground  Water — November  1,  1921 In  Pocket 

5  Ward  Reservoir  Site  on  Kaweah  River  below  Three  Rivers In  Pocket 

6  Pleasant  Valley  Reservoir  Site  on  Tule  River In  Pocket 

7  Reservoir  Site  on  South  Fork  of  Tule  River  at  Head  of  South  Tule 

Independent  Ditch In  Pocket 


INTRODUCTION. 

The  following  report  is  based  on»  Held  investigations  and  study  of 
data  relating  to  the  water  resources  of  the  portions  of  Tulare  County 
dependent  on  the  Kaweah  and  Tule  rivers  and  on  smaller  streams  in  the 
southern  portion  of  the  county.  The  portions  of  the  county  dependent 
on  Kings  River  for  its  water  supply  were  not  included.  Some  areas  in 
eastern  Kings  County  have  been  included  as  they  are  a  part  of  the  areas 
affected  by  Tulare  County  streams. 

The  work  on  which  the  report  is  based  was  undertaken  by  the  State 
Department  of  Engineering  in  May,  1920,  and  has  been  continued  since 
the  reorganization  of  the  state's  engineering  work  in  July,  1921,  by  the 
Division  of  Engineering  and  Irrigation  of  the  Department  of  Public 
Works.  The  work  was  undertaken  at  the  recpiest  of  those  interested 
in  the  development  of  the  water  resources  of  the  county,  expressed 
through  the  organization  of  the  Tulare  County  Water  Users  Associa- 
tion. The  costs  of  the  work  have  been  paid  by  the  state,  Tulare  County, 
and  the  Tulare  County  Water  Users  Association.  The  total  cost  has 
been  about  $22,000  of' which  Tulare  County  has  supplied  $7,500,  the 
Water  Users  Association  $2,500,  and  the  state  $12,000.  The  work  has 
been  materially  assisted  by  the  cooperation  of  all  parties  having  data 
relating  to  the  water  supply  and  its  use.  Without  such  cooperation  it 
would  not  have  been  possible  to  have  secured  the.  extent  of  data  on 
which  this  report  is  based  within  the  time  given  to  the  field  work  and 
the  indebtedness  to  such  assistance  is  gratefully  acknowledged.  Special 
acknowledgment  should  be  made  to  the  Tulare  County  Water  Users 
Association  and  its  officers,  and  to  all  parties  concerned  in  the  pending 
litigation  on  Kaweah  River,  to  the  Southern  California  Edison  Com- 
pany and  to  the  landowners  who  have  furnished  data  in  connection  with 
the  ground  water  studies. 

The  general  planning  of  the  work  and  its  supervision  has  been  under 
the  direction  of  Mr.  S.  T.  Harding.  Mr.  Chester  Marliave  has  carried 
out  the  field  work  on  the  Tule  River  and  southern  portion  of  the  county 
and  Mr.  G.  H.  Russell  has  handled  the  investigations  relating  to  the 
Kaweah  River  areas.  The  report  has  been  written  by  Mr.  Harding 
assisted  by  both  field  engineers. 

The  full  utilization  of  the  water  resources  of  Tulare  County  requires 
a  coordination  of  the  use  by  direct  diversion  and  by  pumping  of  ground 
water.  The  extent  to  which  present  use  of  the  available  water  supply 
has  been  extended  is  greater  than  is  realized  by  many  as  the  recent 
development  has  proceeded  largely  by  means  of  individual  pumping 
plants.  The  increase  in  such  plants  does  not  come  to  public  attention 
to  the  same  extent  as  the  construction  of  canal  systems.  No  develop- 
ment of  the  water  resources  of  the  county  can  be  complete  which  does 
not  fully  utilize  the  available  ground  water  supplies  but  it  must  be 
remembered  that  a  ground  water  supply  like  those  flowing  in  streams 
has  limits  to  its  volume  and  development  can  not  exceed  such  limits 
without  depletion  of  the  supply.  A  large  part  of  the  field  work  in 
these  investigations  has  been  directed  toward  a  study  of  ground  water 
conditions  and  use  as  there  had  been  less  data  collected  on  these  subjects 
than  on  the  extent  and  use  of  surface  streams. 


10  DEPARTMENT  OF  PUBLIC  WORKS. 

The  method  of  presentation  consists  of  a  discussion  of  the  more 
general  factors  relating  to  irrigation  including  the  records  of  run-off  of 
the  tributary  streams  followed  by»a  detail  discussion  of  the  conditions 
in  each  of  the  portions  of  the  area  covered  for  which  physical  conditions 
makes  the  water  supply  relatively  separate  and  distinct.  For  con- 
venience in  following  the  purpose  and  the  relation  of  the  different 
factors  in  the  detail  report  a  brief  summary  of  the  conclusions  is  pre- 
sented at  this  point.  The  divisions  of  the  area  used  are  shown  on  Map 
2  and  the  areas  irrigated  in  1921  on  Map  1. 

SUMMARY  AND  CONCLUSIONS. 
Water  Supply. 

1.  The  only  sources  of  water  supply  available  to  this  area  are  the 
discharges  of  the  streams  entering  the  area  as  surface  flow  except  in  the 
southwestern  part  of  the  county  where  the  ground  water  is  derived 
from  mingled  sources. 

2.  The  records  available  on  Kaweah  River  indicate  that  the  total  long 
time  mean  annual  discharge  is  451.000  acre-feet,  Measurements  made 
in  these  investigations  show  no  appreciable  seepage  from  the  river 
above  McKay  Point, 

3.  The  records  available  on  Tule  River  indicate  a  total  long  time 
mean  annual  discharge  of  106,000  acre-feet  from  the  main  Tule  River, 
29.000  acre-feet  from  the  South  Fork  and  2000  acre-feet  from  areas 
below  the  gaging  station  or  a  total  of  137,000  acre-feet  for  the  entire 
drainage  area. 

4.  An  analysis  of  the  available  data  on  the  smaller  drainage  areas 
gives  an  estimated  mean  annual  discharge  of  Deer  Creek  of  19,000 
acre-feet ;  of  White  Creek  of  6300  acre-feet  and  for  other  miscellaneous 
areas  of  20,500  acre-feet.  For  all  areas  including  Kaweah  and  Tule 
rivers  the  total  mean  annual  run-off  is  estimated  to  be  633,700  acre-feet. 

5.  The  mean  annual  outflow  or  surface  discharge  from  Kaweah 
delta  is  estimated  as  55,000  acre-feet.  This  represents  the  water  leav- 
ing the  Kaweah  delta.  Of  the  total  estimated  outflow  in  the  last 
eighteen  years,  80  per  cent  occurred  in  the  three  years  of  largest 
run-off. 

6.  Similar  estimates  of  the  outflow  of  Tule  River  indicate  a  mean 
annual  discharge  of  17,000  acre-feet,  appreciable  outflow  having 
occurred  in  only  eleven  years  of  the  last  thirty-two  years.  No  outflow 
from  other  drainage  areas  occurs. 


.— 


PART  II.     UTILIZATION  OF  THE  RUN-OFF  OF  KAWEAH  RIVER. 

7.  Available  records  of  the  diversions  by  Kaweah  River  ditches  are 
given  with  a  discussion  of  the  indicated  loss  from  river  channels. 

8.  The  areas  served  by  ditches  diverting  from  Kaweah  River  is 
estimated  as  101,828  acres  of  which  about  one-fourth  also  receives 
supplemental  water  by  pumping. 

9.  The  general  average  diversion  for  Kaweah  River  ditches  is 
estimated  as  about  2.9  acre-feet  per  acre. 

10.  The  total  irrigated  area  dependent  on  Kaweah  River  for  its 
water  supply  either  by  canal  diversion  or  pumping  is  estimated  to  be 
175,000  acres.  This  is  equivalent  to  one  acre  for  each  2.3  acre-feet  of 
mean  annual  available  water  supply. 


WATER   RESOURCES    OF   TULARE    COUNTY.  11 

11.  There  were  about  8500  acres  of  additional  land  subirrigated  from 
Kaweah  River  in  1920. 

12.  The  estimated  total  met  pumping-  draft  in  1920  on  the  Kaweah 
River  area  is  estimated  to  have  been  162,000  acre-feet. 

13.  An  investigation  of  sources  of  possible  loss  of  ground  water  from 
the  Kaweah  area  by  outward  movement  into  other  areas  results  in  the 
conclusion  that  such  losses  do  not  occur. 

14.  The  ground  water  fluctuations  for  each  year  since  1917  are 
analyzed.  The  lowering  for  the  whole  area  in  1920  and  1921  indicates 
an  amount  of  loss  of  ground  water  storage  about  equal  to  the  deficiency 
in  the  available  run-off  for  these  two  years.  On  this  basis  present 
development  is  consuming  the  mean  net  annual  available  water  supply. 

15.  A  gross  area  of  135,000  acres  within  which  the  main  canal  service 
occurs  maintained  its  ground  water  elevation  in  1921.  About  one-half 
of  the  total  irrigated  area  is  within  this  area.  In  the  other  portions 
of  the  area  there  was  a  lowering  of  the  ground  water,  the  amount  vary- 
ing with  the  extent  of  the  pumping  draft  and  the  distance  to  direct 
sources  of  replenishment.  The  ground  water  conditions  for  the  differ- 
ent parts  of  the  area  are  discussed  in  detail. 

16.  Available  storage  sites  are  considered.  The  only  site  having 
sufficient  capacity  to  regulate  the  Kaweah"  River  is  the  Ward  site. 
Costs  for  different  capacities  are  given  with  the  conclusion  that  for  full 
regulation  of  the  run-off  a  regulated  supply  of  375,000  acre-feet  per 
year  supported  by  150,000  acre-feet  of  storage  capacity  is  as  large  as 
is  feasible  under  existing  conditions  of  run-off  and  storage  costs.  Such 
storage  would  represent  a  change  in  method  of  use  rather  than  the 
addition  of  any  material  amounts  of  new  water  supply.  As  the  esti- 
mated cost  of  storage  alone  is  $7,500,000  such  construction  is  not 
recommended. 

17.  It  is  estimated  that  power  development  at  the  dam  for  150.000 
acre-feet  of  storage  might  be  able  to  produce  a  sufficient  earning  in 
excess  of  direct  costs  to  carry  about  $1,000,000  of  the  cost  of  the  dam. 

18.  The  storage  of  winter  flow  and  summer  surplus  waters  would 
permit  the  securing  of  a  fairly  dependable  annual  supply  of  50,000 
acre-feet  with  50,000  acre-feet  of  storage  capacitv  at  an  estimated  cost 
for  storage  of  $3,500,000. 

19.  The  storage  of  winter  flow  only  would  permit  obtaining  a  fairly 
dependable  annual  supply  of  15,000  acre-feet  with  50,000  acre-feet  of 
storage  capacity. 

20.  The  storage  of  excess  summer  flood  flow  only  would  require  an 
extent  and  cost  of  storage  in  excess  of  present  standards  of  feasible  cost. 

21.  The  possible  means  of  improving  present  conditions  of  use  on  the 
Kaweah  area  are  discussed  with  the  following  suggestions  as  to  the 
changes  most  likely  to  be  feasible: 

1.  Complete  a  determination  of  existing  rights  on  a  basis  which 
protects  existing  diversions  in  their  essential  needs  but  in  which  the 
standards  of  practice  required  are  commensurate  with  present 
economic  conditions  of  value  of  land  and  water.  Such  a  determina- 
tion should  include  a  definition  of  the  rates  of  diversion  to  which  each 
right  is  entitled  and  a  limitation  of  the  season  in  which  such  rights 


12  DEPARTMENT   OF   PUBLIC   WORKS. 

may  be  exercised.  It  may  be  secured  through  existing  legal  means 
or  probably  much  more  quickly  and  effectively  by  voluntary  adjust- 
ment among  the  parties  concerned  if  agreement  by  such  methods  can 
be  reached. 

2.  Improve  existing  canals  so  as  to  reduce  seepage  losses  in  areas 
near  the  stream  so  as  to  deliver  a  larger  part  of  the  diversion  to  areas 
away  from  the  stream  in  which  ground  water  is  now  lowering. 
Increase  canal  capacities  for  those  systems  serving  such  outer  areas. 

3.  Increase  pumping  in  areas  near  the  river  channels  using  pumped 
water  as  a  substitute  for  present  canal  use  in  these  areas  so  that  the 
present  canal  use  can  be  transferred  to  areas  of  deficient  ground 
water  supply.  This  will  also  increase  ground  water  storage  capacity 
for  absorption  of  flood  flow  from  the  river  channels. 

4.  Permit  use  of  winter  flow  by  storage  for  upper  lands  either  in 
surface  or  ground  water  basins  or  a  combination  of  both  as  may  prove 
to  be  most  economical. 

5.  Make  direct  transfers  of  present  canal  use  from  areas  of  less 
production  per  unit  of  water  supply  to  those  of  a  higher  type  of  use 
where  such  transfers  can  be  arranged. 

22.  It  is  considered  that  it  is  to  the  interest  both  of  the  individuals 
concerned  and  of  the  community  as  a  whole  that  land  on  which  the  cost 
of  development  has  already  been  incurred  should  have  its  water  supply 
protected  before  additional  lands  are  brought  under  irrigation.  Such 
developed  lands  can  offer  security  for  higher  costs  in  securing  the  water 
needed  to  supplement  their  existing  supply  than  lands  not  developed 
and  requiring  a  complete  water  supply. 

23.  The  continuance  without  change  of  present  conditions  of  diver- 
sion and  pumping  must  eventually  result  in  a  reduction  in  the  areas 
now  irrigated  in  some  parts  of  the  Kaweah  delta  due  to  the  increase  of 
the  lift  to  a  point  where  pumping  will  no  longer  be  profitable. 

UTILIZATION  OF  WATER  SUPPLY  OF  SOUTHERN  PART  OF 

TULARE  COUNTY. 
Tule  River  Area. 

24.  There  was  a  total  area  of  63,703  acres  irrigated  in  1921  in  the 
area  considered  to  be  dependent  on  Tule  River  for  such  water  supply 
as  it  may  receive.  This  is  equivalent  to  one  acre  irrigated  for  each  1.9 
acre-feet  of  mean  annual  available  run-off. 

25.  An  area  of  16,723  acres  received  some  canal  irrigation  in  1921. 
Over  80  per  cent  of  this  area  also  received  some  pumped  water. 

26.  The  total  pumping  draft  in  1921  was  132,000  acre-feet. 

27.  The  ground  water  conditions  are  discussed  in  detail  for  the 
various  parts  of  the  area  with  the  following  conclusions: 

1.  The  present  pumping  draft  closely  approaches  the  total  mean 
annual  available  run-off  of  Tule  River. 

2.  While  the  general  conditions  are  relatively  favorable  for  the 
addition  of  a  large  part  of  the  run-off  of  Tule  River  to  the  ground 
water,  the  present  draft  exceeds  the  average  replenishment. 

3.  A  consideration  of  the  conditions  on  the  different  parts  of  the 
area  shows  that  the  greatest  lowering  of  the  ground  water  has 
occurred  on  those  areas  least  directly  supplied  and  at  the  greatest 


WATER   RESOURCES    OP    TULARE    COUNTY.  13 

distance  from  sources  of  percolation.  The  maintenance  of  present 
conditions  can  only  be  expected  to  result  in  a  continued  lowering  of 
the  water  table  in  such  areas. 

4.  Any  increase  in  draft  on  such  outer  portions  will  directly 
increase  the  rate  of  lowering  of  the  ground  water.  Any  increase  in 
draft  in  the  portions  of  the  area  adjacent  to  sources  of  percolation  will 
indirectly  increase  the  lowering  of  the  outer  area  by  a  reduction  in 
the  ground  water  supply  available  for  outward  movement. 

28.  The  most  dasirable  reservoir  site  on  the  Main  Tule  River  is  at 
Pleasant  Valley.  A  storage  of  50,000  acre-feet  capacity  with  an  esti- 
mated cost  of  $2,050,000  would  give  a  fairly  dependable  regulated  sup- 
ply of  100,000  acre-feet  per  year. 

29.  On  the  South  Fork  of  Tule  River  a  reservoir  could  be  built  below 
the  Indian  Reservation  with  a  capacity  of  5000  acre-feet  at  an  estimated 
cost  of  $535,000  which  would  support  a  fairly  dependable  regulated 
supply  of  20,000  acre-feet. 

30.  A  combination  of  60,000  acre-feet  of  storage  at  Pleasant  Valley 
and  5000  acre-feet  on  South  Fork  would  support  a  regulated  annual 
supply  of  120,000  acre-feet  at  an  estimated  total  storage  cost  of 
$2,750,000. 

31.  As  such  storage  represents  mainly  a  change  in  method  of  use  and 
does  not  make  available  any  materially  larger  part  of  the  run-off  of 
these  streams  than  are  now  used  by  other  methods  their  construction  is 
not  recommended. 

Deer  Creek  Area. 

32.  A  total  area  of  15,447  acres,  of  which  the  Terra  Bella  Irrigation 
District  supplied  3841  acres  were  irrigated  in  the  Deer  Creek  area  in 
1921.  The  total  pumping  draft  was  35,000  acre-feet  or  nearly  twice 
the  estimated  mean  annual  run-off  of  Deer  Creek,  an  average  lowering 
of  the  ground  water  of  two  feet  occurred  in  1921. 

White  Creek  Area. 

33.  An  area  of  11,600  acres  was  irrigated  in  1921  in  the  area  consid- 
ered to  be  dependent  on  White  Creek  for  such  ground  water  supply  as  it 
may  receive.  The  total  pumping  draft  was  27,000  acre-feet  or  about 
four  times  the  estimated  mean  annual  run-off  of  White  Creek.  An 
average  lowering  of  the  ground  water  of  1.3  feet  occurred  in  1921. 

34.  There  was  an  area  of  10,800  acres  irrigated  in  1921  in  the  area  in 
southwestern  Tulare  County  considered  to  have  ground  water  supplied 
from  mingled  sources.  The  total  pumping  draft  within  the  area  was 
9500  acre-feet.  The  water  rose  an  average  of  one  foot  in  1921.  No 
estimates  of  the  amount  of  the  available  ground  water  can  be  made  for 
this  area. 

35.  The  investigations  were  extended  into  the  northern  edge  of  Kern 
County.  Similar  conditions  of  draft  in  excess  of  tributary  water  sup- 
ply with  a  resulting  lowering  of  the  ground  water  were  found  as  in 
parts  of  southern  Tulare  County. 


14  DEPARTMENT    OP   PUBLIC   WORKS. 

MAIN  REPORT. 

Chapter  I. 

GENERAL  FEATURES. 

Climate. 

The  climatic  conditions  in  the  San  Joaquin  Valley  portions  of 
Tulare  County  are  such  that  while  irrigation  is  essential  for  full  crop 
production  a  wide  variety  of  crops  can  be  produced.  Temperature  con- 
ditions vary  in  different  localities  so  that  the  growth  of  certain  crops  is 
limited  to  special  areas  but  there  are  no  portions  of  the  area  in  which 
crops  can  not  be  profitably  grown.  The  larger  portion  of  the  areas  is 
suited  to  orchards,  either  citrus  or  deciduous,  including  vines.  For  those 
portions  where  local  conditions  may  be  less  favorable  for  orchards  a 
sufficiently  wide  variety  of  other  crops  are  available  to  make  irrigation 
profitable.  No  detail  consideration  has  been  given  to  temperature  con- 
ditions in  these  investigations. 

The  precipitation  of  the  areas  furnishing  the  run-off  for  the  water 
sllPPly  is  discussed  in  the  next  chapter.  For  the  agricultural  portions 
of  the  county  the  rainfall  is  limited  in  amount  and  confined  in  its  occur- 
rence to  the  winter  months.  The  mean  annual  rainfall  is  10.31  inches 
at  Visalia,  10.02  inches  at  Porterville  and  16.71  inches  at  Lemon  Cove. 
While  such  precipitation  enables  grain  to  be  grown  in  many  years 
without  irrigation  it  is  not  sufficient  for  more  intensive  cultivation.  It 
is  doubtful  if  any  of  the  winter  precipitation  reaches  the  ground  water 
directly  on  the  area  on  which  it  falls  although  there  may  be  some  incre- 
ment to  the  ground  water  in  areas  of  high  water  table  in  years  of 
excessive  rainfall. 

Soils. 

The  portion  of  Tulare  County  in  the  San  Joaquin  Valley  is  included 
in  the  areas  of  the  Reconnaissance  Soil  Survey  of  the  Middle  San 
Joaquin  Valley  published  by  the  U.  S.  Bureau  of  Soils  except  the 
southern  nine  miles  of  the  county,  which  is  included  in  the  Reconnais- 
sance Soil  Survey  of  the  Upper  San  Joaquin  Valley. 

While  the  soil  texture  varies  widely  in  different  parts  of  the  area, 
there  are  few  localities  in  which  the  soil  is  sufficiently  unfavorable  to 
control  development.  The  deltas  of  Kaweah  and  Tule  rivers  are  largely 
sandy  loams,  fine  sandy  loams  and  loams.  Nearer  the  side  of  the  valley 
between  the  streams  the  soils  tend  to  be  heavier  and  in  some  cases  have 
hardpan  within  six  feet  of  the  surface.  Alkali  in  sufficient  amounts  to 
affect  crop  growth  occurs  in  portions  of  the  area,  particularly  in  the 
western  part  of  the  county.  There  is,  however,  adjacent  to  all  streams 
an  area  of  good  land  in  excess  of  the  area  which  the  water  supplies  are 
capable  of  irrigating. 

The  differences  in  soil  texture  affect  the  irrigation  practice  both  as 
to  frequency  and  amount  of  single  irrigations  and  as  to  the  total  use 
per  season.  In  some  portions  of  the  area  ground  water  also  affects  the 
conditions  of  surface  application,  the  ground  water  being  sufficiently 
high  to  result  in  its  direct  use  by  the  plants. 


WATER   RESOURCES    OF    TULARE    COUNTY.  15 

Crops. 

In  all  parte  of  the  irrigated  areas  in  Tulare  County  there  are  a 
sufficient  variety  of  crops  which  can  be  grown  to  make  irrigation 
desirable.  The  crop  distribution  varies  with  the  conditions  of  tempera- 
ture, water  supply  and  soil.  In  the  areas  adjacent  to  the  upper  edges 
of  the  valley  citrus  fruits,  olives  and  vines  are  largely  grown.  In 
intermediate  areas  vines  and  deciduous  fruits  are  mingled  with  general 
crops.  In  the  western  portion  of  the  county  the  proportion  of  alfalfa 
and  summer  crops  such  as  corn  is  larger.  The  crop  distribution  is 
affected  both  by  temperature  conditions  and  by  the  cost  of  water,  the 
crops  of  larger  water  requirement  being  grown  more  generally  in  areas 
of  lower  pumping  lifts.  The  yields  of  all  classes  of  crops  where 
properly  handled  with  adecpiate  water  supplies  compare  well  with  those 
obtained  in  other  areas.  Some  areas  not  directly  cultivated  under 
irrigation  are  used  for  pasturage,  being  irrigated  at  such  times  as 
excess  water  may  be  available.  Some  land  of  high  ground  water  is  also 
used  for  pasturage  without  direct  irrigation. 


16  DEPARTMENT    OF    PUBLIC   WORKS. 

Chapter  II. 
WATER  SUPPLY. 

The  water  supply  for  the  portion  of  Tulare  County  in  the  San 
Joaquin  Valley  can  come  from  only  three  sources.  These  are  (1)  visi- 
ble surface  flow  of  streams  entering  the  area;  (2)  invisible  subsurface 
ground  water  movement;  and  (3)  direct  precipitation  on  the  area. 

The  first  of  these  sources  can  be  measured  and  sufficient  records  are 
available  for  the  greater  portion  of  the  drainage  area  tributary  to  the 
valley  lands  to  furnish  a  dependable  basis  for  determining  the  run-off. 
The  extent  of  the  natural  precipitation  has  been  given  and  the  opinion 
expressed  that  this  adds  little  if  any  supply  to  the  ground  water.  The 
natural  precipitation  on  the  valley  lands  is  of  benefit  to  plants  by  direct 
use  and  reduces  the  amount  of  water  it  is  necessary  to  apply  by  irriga- 
tion. It  does  not,  however,  add  materially  to  the  water  supply  available 
for  irrigation. 

The  subsurface  ground  water  movement  into  this  area  from  outside 
areas,  if  such  movements  exist,  would  be  difficult  to  measure.  Their 
study  can  best  be  approached  by  a  process  of  elimination  of  possible 
sources  of  such  supply. 

There  are  three  possible  general  sources  from  which  ground  water 
might  move  into  the  area  covered  by  these  investigations.  One  of  these 
is  ground  water  movement  from  areas  supplied  by  Kings  River  water. 
The  ground  water  contuors  shown  on  Map  2  and  the  detail  records  of 
wells  discussed  later  indicate  that  there  is  little  if  any  movement  south 
of  Cottonwood  Creek  of  any  water  supply  derived  from  Kings  River. 
The  second  possible  source  is  general  San  Joaquin  Valley  ground  water 
moving  northerly  from  the  south  end  of  the  valley.  This  affects  some 
areas  in  the  southwestern  portion  of  the  county.  Its  extent  is  discussed 
in  connection  with  the  discussion  of  the  ground  water  there.  The 
ground  water  contours  on  Map  2  demonstrate  that  such  sources  can  not 
affect  the  higher  lying  ground  water  of  any  of  the  areas  except  the 
southwestern  part  of  the  county.  The  third  possible  source  is  deep 
movements  westerly  under  the  valley  of  water  absorbed  within  the 
Sierra  Xevadas.  Belief  in  the  existence  of  such  a  source  of  supply  has 
been  expressed  by  various  individuals  during  the  progress  of  this  work 
and  some  discussion  of  the  probabilities  of  its  occurrence  is  considered 
warranted. 

The  formation  of  the  Sierra  Nevadas  is  generally  granitic  and  of  an 
older  geological  age  than  the  valley  formations.  The  present  San 
Joaquin  Valley  is  the  result  of  the  filling  by  erosion  from  the  adjacent 
mountains.  Portion  of  such  filling  have  taken  place  while  the  valley 
was  submerged  giving  sediments  more  or  less  stratified ;  other  portions 
have  taken  place,  as  at  present,  as  deposits  by  streams  giving  the 
alluvial  formations  which  compose  the  recent  valley  fill.  The  total 
depths  of  these  different  deposits  is  not  known  but  is  considered  to  be 
several  thousand  feet  in  the  central  portion  of  the  valley,  wells  over 
4000  feet  in  depth  have  not  reached  the  underlying  formation. 

In  order  for  water  absorbed  on  the  upper  drainage  areas  within  the 
Sierras  to  reach  these  valley  fills  by  underground  movement  it  would 
have  to  pass  through  the  granite  and  into  the  valley  fills.     While  ground 


WATER   RESOURCES    OF   TULARE    COUNTY.  17 

water  may  exist  in  granitic  formations,  its  amount  and  movement  are 
small  except  along  lines  of  fracture  or  faulting.  It  would  be  contrary 
to  experience  in  other  areas  to  expect  any  material  amount  of  such 
movement  here.  The  greatest  losses  would  naturally  by  expected  to 
occur  along  present  stream  channels.  Measurements  given  later  show 
that  there  is  no  appreciable  loss  from  the  Kaweah  River  channel  above 
McKay  Point.  Pumping  near  Lindsay  lowered  the  water  level  to  a 
considerable  depth,  general  ground  water  movement  from  the  upper 
areas,  if  it  existed  in  this  area,  should  have  served  to  maintain  the 
pumping  supply  adjacent  to  the  hills. 

Except  for  the  two  marginal  areas  first  mentioned  all  of  the  water 
supply  for  the  areas  in  Tulare  County  can  be  considered  as  entering 
the  area  as  surface  run-off  in  the  definite  stream  channels.  The  extent 
of  such  run-off  measures  the  extent  of  the  water  supply  tributary  to  the 
area  and  available  for  irrigation.  The  available  records  are  mainly 
those  obtained  by  the  Water  Resources  Branch  of  the  U.  S.  Geological 
Survey  since  1901  with  some  additional  records  secured  by  local  inter- 
ests. Estimates  of  the  run-off  from  1878  to  1884  have  been  published 
based  on  the  data  obtained  during  this  period  by  the  State  Engineer. 
As  such  records  are  based  on  less  detail  of  observation  than  those  more 
recently  obtained  and  as  the  results  are  in  many  cases  inconsistent  with 
the  more  complete,  recent  records  no  use  has  been  made  of  the  earlier 
estimates. 

In  these  investigations  no  study  has  been  given  to  the  feasibility  of 
bringing  into  this  area  water  supplies  not  naturally  tributary  thereto. 
Such  studies  are  outside  the  scope  and  purpose  of  this  work.  There  can 
be  no  question,  however,  that  full  utilization  of  local  sources  of  water 
supply  should  take  precedence  over  any  plans  for  securing  distant 
sources  of  supply. 

KAWEAH  RIVER. 

Kaweah  River  is  the  largest  stream  in  Tulare  County  and  supplies 
about  two-thirds  of  the  area  irrigated.  The  run-off  of  the  main  stream 
has  been  measured  by  the  U.  S.  Geological  Survey  below  Three  Rivers 
since  1903.  Records  are  also  available  for  the  North  and  South  Forks 
since  1911.  Records  at  McKay  Point  have  been  kept  since  October, 
1916,  by  Mr.  H.  H.  Holley  for  parties  interested  in  the  diversions  from 
the  river.  The  power  companies  which  have  plants  on  the  Middle  Fork 
have  kept  records  on  East  and  Marble  Forks  as  well  as  Middle  Fork. 
All  of  these  records  have  been  made  available  for  the  purposes  of  this 
report. 

The  run-off  of  the  separate  branches  of  Kaweah  River  is  not  of  direct 
interest  in  the  study  of  the  utilization  of  this  stream  for  irrigation  as 
no  reservoir  sites  of  sufficient  size  to  be  important  were  found  on  these 
branches.  The  only  site  offering  possibilities  of  full  regulation  of  the 
stream  is  below  the  junction  of  the  three  forks  at  Three  Rivers.  The 
run-off  of  the  main  stream  at  Three  Rivers  gives  the  total  supply  avail- 
able for  irrigation. 

The  record  of  the  U.  S.  Geological  Survey  station  at  Three  Rivers 
during  1918  to  1920  is  open  to  some  question  due  to  uncertainty  as  to 
the  accuracy  of  the  reported  gage  heights  on  which  it  is  based.  A 
somewhat  detailed  analysis  of  these  records  for  this  period  has  been 

2 — 21044 


18 


DEPARTMENT   OF   PUBLIC   WORKS. 


made  and  a  substitute  record  of  discharge  used.     The  method  of  deriv- 
ing this  substitute  record  is  explained  in  detail  later. 

For  the  period  1903  to  date  the  run-off  of  the  Kaweah  River  at  Three 
Rivers  is  shown  in  Table  1.  The  records,  except  for  1919  and  1920  are 
those  of  the  U.  S.  Geological  Survey.  The  annual  mean  for  the  18-year 
period  is  455,000  acre-feet.  Rainfall  records  for  this  vicinity  are  avail- 
able since  1890.  A  study  of  these  indicates  that  the  precipitation  for 
the  period  1890  to  1903  was  only  93  per  cent  of  that  for  the  period  1903 
to  1921  and  that  the  recorded  run-off  for  the  latter  period  would  exceed 
the  mean  for  the  longer  period  1890  to  date.  A  comparison  by  years 
indicated  an  average  annual  run-off  of  416,000  acre-feet  for  the  period 
1890  to  1903  which  combined  with  the  recorded  run-off  since  1903  gives 
a  mean  annual  discharge  for  the  period  1890  to  date  at  Three  Rivers  of 
438,000  acre-feet.  The  estimated  run-off  of  the  small  streams  entering 
below  Three  Rivers,  as  given  later,  is  13,000  acre-feet  per  year,  giving 
a  total  mean  annual  run-off  of  the  Kaweah  drainage  area  of  451,000 
acre-feet. 

TABLE  i. 

Discharge  of  Kaweah  River  at  Three  Rivers.    Record  of  U.  S.  Geological  Survey,  Except  for  1919  and  1920,  for  Which 

Discharge  is  Computed  from  McKay  Point. 


Month 


October 

November . 
December. 

January 

February., 

March 

April 

May 

June 

July 

August 

September. 


Total  for  season. 


Discharge  in  total  acre-feet 


1903       1903-04     1904-05 


123,406 

104,073 

28,407 

3,074 

2,559 


2,644 

3,332 

2,951 

4,796 

41,933 

39,352 

57,600 

126,296 

62.598 

13,527 

6,641 

11,306 


373,000 


31,420 

6.962 

5,841 

7,133 

14,330 

34.000 

46.590 

85.220 

80,210 

18,620 

4,710 

2,690 


338,000 


1905-06      1906-07 


2,669 

3,368 

5.103 

48,200 

23,200 

150,000 

114.000 

197,000 

278,000 

211,000 

42,500 

13,400 


1,090,000 


7,380 

7,080 

15,100 

25,300 

33,300 

63,300 

117,000 

120,000 

121,000 

62,700 

16,000 

5.380 


594,000 


1907-08 


6,890 

6.250 

12,100 

12.700 

18,800 

36.800 

47,200 

54.500 

35,900 

11,400 

5,250 

4,850 


253,000 


1908-09     1909-10 


6.1160 

4,260 

5.240 

92,200 

77,200 

53.400 

89,800 

162,000 

217,000 

70,100 

16,000 

6,600 


800,000 


5,670 
13,000 
46,600 
50,600 
25,900 
48,700 
79,100 
86,700 
34,900 
12,000 
3,680 
2,880 


410,000 


1910-11 


4,430 

4,240 

6.580 

53.400 

35,800 

70,100 

75,600 

106,000 

122,000 

51,800 

11,400 

4,680 


546,000 


1911-12 


4,800 

4.960 

5,570 

6,270 

6.040 

12,200 

22,500 

67,600 

61.300 

10,600 

3,360 

2,210 


207,000 


Month 


October 

November 

December 

January 

February 

March 

April 

May 

June 

July 

August 

September 

Total  for  season 


Discharge  in  total  acre-feet 


1912-13     1913-14     1914-15     1915-16    1916-17     1917-18     1918-19 


2  340 

3,040 

2,900 

5,020 

7,610 

15,400 

37,800 

68,200 

43,100 

15,600 

10,700 

8,990 


221,000 


3,070 

6,550 

7,380 

71,900 

33,700 

51,500 

67,200 

108,000 

86,300 

38,700 

7,500 

4,240 

486,000 


4,300 

3,460 

4,950 

8,300 

19,200 

27,000 

52,800 

104,000 

105,000 

30,700 

6.400 

3,400 


370,000 


2.640 

3,370 

7,620 

94,100 

61,600 

108,000 

127,000 

145,000 

131,000 

59,000 

16,700 

6,130 


^62,000 


19,600 

8,630 

17,400 

17,200 

38,300 

35,700 

70,800 

102,000 

120,000 

30,600 

7,870 

3,370 


471,000 


3,040 

3,300 

3,370 

3,460 

7,890 

33.500 

46,900 

65,200 

46,200 

9,720 

3,200 

3,920 


230,000 


9,900 

8,510 

8,790 

6,500 

22.100 

29,300 

58  800 

99,000 

32,900 

9,250 

2,650 

1,490 


289,190 


1919-20    1920-21 


2,400 

2,740 

9,100 

6.030 

8,400 

37,900 

72,900 

116,500 

86,100 

22.500 

4,900 

2,650 


372,120 


7,810 

8,750 

9,590 

16,500 

23,700 

54,700 

49,300 

89,200 

85,100 

20,000 

4,060 

2,610 


371310 


WATER    RESOURCES    OF    TULARE    COUNTY. 


19 


The  run-off:  of  Kaweah  River  is  subject  to  relatively  wide  variations 
in  different  years  as  shown  in  Table  1.  The  maximum  measured 
annual  run-off  at  Three  Rivers  since  1903  is  1,090,000  acre-feet,  the 
minimum  is  207,000  acre-feet.  Two  consecutive  years,  1912  and  1913, 
have  had  a  mean  discharge  of  211,000  acre-feet  or  less  than  one-half 
the  normal.  Of  recent  years.  1916  was  a  year  of  excessive  run-off; 
1917  was  about  normal;  and  the  last  four  years  have  varied  from  53  to 
89  per  cent  of  normal.  The  four  years  1918  to  1921  are  the  longest 
period  of  record  in  which  no  year  had  a  run-off  equal  to  or  greater 
than  normal. 

Accuracy  of  Kaweah  River  Records, 

The  records  of  run-off  of  the  Kaweah  River  at  Three  Rivers  as 
obtained  by  the  U.  S.  Geological  Survey  have  been  based  on  gage 
height  readings  taken  usually  twice  per  day.  During  the  summer  of 
1921  an  automatic  register  was  also  installed  by  Mr.  H.  H.  Holley. 
During  1921  the  gage  height  readings  have  been  taken  at  7  a.m.  and 
7  p.m.  The  resulting  discharges  as  obtained  by  the  recording  gages 
and  the  two  gage  height  readings  are  shown  in  the  following  table.  The 
same  rating  table  was  used  for  both  computations  so  that  the  differ- 
ences in  discharge  are  due  to  variations  of  the  mean  of  two  gage  read- 
ings per  day  from  the  actual  mean. 


Month 

,.                          Mean 

,.M,ean                 discharge, 

discharge,      ,    2  gage  height 

recording  gage.         readings> 

sacond-fect    ,     ser3nd-feet 

Difference, 
second-feet 

Difference, 
per  cent 

April _._ 

826 
1,440 
1,430 

780 
1,360 
1,320 

46 

80 

110 

5.6 

May    

5.6 

June .—    _ 

7.6 

These  records  indicate  that  two  readings  per  day  at  the  hours  used 
give  a  smaller  discharge  than  the  actual  at  this  station  during  the 
months  of  snow  water  flow.  This  difference  is  due  to  the  fluctuation 
of  the  discharge  during  the  day  caused  by  the  variations  in  the  hourly 
rate  of  snow  melting.  As  the  three  tributaries  of  the  Kaweah  have  an 
approximately  equal  length  of  channel  to  the  portions  of  their  drainage 
areas  contributing  the  larger  portion  of  the  run-off  the  daily  peak  of 
each  branch  coincides  in  time  at  the  Three  Rivers  station.  This  results 
in  a  greater  range  of  daily  discharge  than  would  be  expected  on  most 
of  such  streams.  These  daily  variations  are  limited  to  the  months  of 
melted  snow  flow.  Discharge,  during  the  rainy  season,  does  not  show 
similar  variations.     Typical  records  are  shown  in  Fig.  I. 

The  comparisons  made  in  1921  might  be  used  as  a  basis  for  a  conclu- 
sion that  the  discharge  at  Three  Rivers  as  published  is  less  than  the 
actual  discharge  and  that  some  increase  in  such  records  would  be 
warranted.  Any  such  corrections  would  apply  only  in  the  summer 
months  and  the  amount  of  the  correction  would  depend  on  the  actual 
time  of  reading  of  the  gage.  The  actual  time  of  reading  of  the  gage  in 
the  past  is  not  definitely  known  although  it  was  probably  in  the  early 
morning  and  toward  evening.  The  uncertainties  as  to  the  time  of  read- 
ing make  the  application  of  a  correction  inadvisable.     The  conclusion 


20 


DEPARTMENT    OF    PUBLIC    WORKS. 


appears  warranted,  however,  that  the  actual  discharge  at  Three  Rivers 
is  probably  slightly  more  rather  than  less  than  the  amount  shown  by 
the  record. 

Kaweah  River  Records  1919  and  1920. 

Since  1916  a  record  of  the  discharge  of  Kaweah  River  at  McKay 
Point  has  been  kept  by  the  canals  interested  in  the  division  of  now  at 
that  point,  the  actual  record  being  secured  under  the  supervision  of 
Mr.  H.  H.  Ilolley,  engineer  for  the  canal  association.  A  comparison  of 
the  record  at  McKay  Point  with  that  at  Three  Rivers  indicated  differ- 
ences not  explainable  by  intermediate  diversions.  These  differences 
began  to  occur  late  in  1918.  In  order  to  secure  a  check  on  the  Three 
Rivers  record  an  automatic  register  was  installed  at  Three  Rivers  in 
1921  by  Mr.  Holley.  A  change  was  also  made  in  the  Geological  Survey 
observer.  The  records  during  1921  (Table  2)  indicated  a  close  agree- 
ment of  the  discharge  at  Three  Rivers  and  at  McKay  Point  when 
allowances  for  intermediate  diversions  are  made.  As  the  Three  Rivers 
record  for  1919  and  1920  appears  to  be  based  on  inaccurate  gage  height 
records  a  substitute  record  has  been  prepared  based  on  the  McKay  Point 
record  plus  the  intermediate  diversions. 


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WATER   RESOURCES    OF    TULARE    COUNTY. 


21 


TABLE  2. 

Comparison  of  U.  S.  Geological  Survey  Record  of  Discharge  of  Kaweah  River  at  Three  Rivers  for  1918-1921  with  Record 
Computed  by  Adding  Intermediate  Diversions  to  Discharge  of  Kaweah  River  at  McKay  Point. 


Total  acre-feet,  1918-19 

Total  acre-feet,  1919-20 

Total  acre-feet,  1920-21 

Month 

Com- 
puted 

U.S.G.S. 

Difference 
U.S.G.S. 

minus 
computed 

Com- 
puted 

U.S.G.S. 

Difference 

U.S.G.S. 

minus 

computed 

Com- 
puted 

U.S.G.S. 

Difference 

U.S.G.S. 

minus 

computed 

October  _ . . 

*9,900 

*8,510 

*8,790 

6,500 

22,100 

29,300 

58,800 

99,000 

32,900 

9,250 

2,650 

1,490 

9,900 

8,510 

8,790 

6,640 

18,900 

26,300 

66,000 

99,000 

29,400 

7,130 

2,410 

2,340 

2,400 

2,740 

9,100 

6,030 

8,400 

37,900 

72,900 

116,500 

86,100 

22,500 

4,900 

2,650 

3,880 

3,620 

29,100 

7,190 

9,610 

60,100 

69,600 

108,000 

97,000 

22,800 

5,830 

3,660 

+  1,480 

+880 

+20,000 

+  1,160 

+1,210 

+22,200 

—3,300 

—8,500 

+10,900 

+300 

+930 

+  1,010 

6.350 

7,910 

9,470 

15,700 

22,700 

45,500 

51,000 

89,500 

84,400 

21,270 

4,140 

2,850 

7,810 

8,750 

9,590 

16,500 

23,700 

54,700 

49,300 

89,200 

85,100 

20,000 

4.060 

2,610 

+1,460 

November . 

+840 

December  . 

+120 

January 

February. . 

March 

April.  ..  _ 
May___  __ 

+140 
—3,200 
—3,000 
+7,200 

+800 
+1,000 
+9,200 
—1,700 

—300 

June 

July 

August 

September . 

—3,500 

—2,120 

—240 

+850 

+700 

—1,270 

—80 

—240 

Totals... 

289,190 

285,320 

—3,870 

372,120 

420,390 

+48,270 

360,790 

371,310 

+10,530 

"U.  S.  Geological  Survey  record  used. 


The  McKay  Point  record  since  1917  has  been  secured  by  means  of 
an  automatic  register.  The  rating  is  controlled  by  the  weir  used  to 
divide  the  flow  between  the  Kaweah  and  St.  Johns  channels.  The 
records  of  diversion  (secured  by  Mr.  Holley)  of  the  canals  diverting 
between  Three  Rivers  and  McKay  Point  are  not  complete  and  estimates 
have  been  used  for  portions  of  the  record.  The  estimates  are  con- 
sidered to  be  fairly  accurate  as  the  diversions  are  relatively  uniform 
and  the  amounts  estimated  are  a  small  part  of  the  computed  totals.  The 
intermediate  run-off  between  Three  Rivers  and  McKay  Point  was 
relatively  small  in  all  of  the  years  used  in  these  comparisons. 


Plate  I,   Figure  A.     Division  Weir  at  McKay  Point. 


22  DEPARTMENT    OP    PUBLIC   WORKS. 

The  agreement  of  the  Three  Rivers  and  McKay  Point  records  for  a 
typical  period  in  1921  as  well  as  the  extent  of  daily  fluctuation  are 
shown  in  Fig.  1.  The  difference  in  discharge  is  due  to  intermediate 
diversions.  At  the  dates  where  the  river  is  rising  the  time  difference 
between  Three  Rivers  and  McKay  Point,  a  distance  of  9  miles  is  only 
one  to  two  hours ;  on  other  dates  when  the  river  is  falling  the  difference 
in  time  is  about  seven  hours.  The  extent  of  the  daily  fluctuations  indi- 
cates the  probability  of  error  where  records  are  based  on  single  gage 
readings.  The  river  rises  for  about  six  hours  during  the  day  and 
recedes  during  the  other  eighteen  hours.  These  period  correspond  with 
the  time  of  melting  at  the  higher  altitudes.  The  percentage  fluctua- 
tions at  McKay  Point  are  larger  than  at  Three  Rivers  indicating  that 
there  is  no  spreading  out  of  the  maximums  or  minimums  in  the  stream 
channel  between  these  two  points. 

Other  comparisons  were  tried  in  order  to  check  the  Three  Rivers 
records.  The  total  annual  discharge  of  the  Kaweah  River  was  com- 
pared with  that  of  the  Kings  and  Tub1  rivers.  The  variations  in  the 
ratio  of  run-off  in  different  years  are  greater  than  the  variations  in  the 


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Plate  I,  Figure  B.     Gaging  Station  on  Cross  Creek  at  Hanford  Road  Bridge. 

years  in  question  on  the  Kaweah  River.  Apparently  the  storms  pro- 
ducing the  larger  portions  of  the  precipitation  vary  in  their  distribution 
over  these  adjacent  drainage  areas  in  different  years  so  that  the  rela- 
tionship of  the  resulting  run-off  is  not  consistent. 

A  comparison  of  the  sum  of  the  records  on  the  North,  Middle  and 
South  forks  with  that  at  Three  Rivers  was  also  made.  The  records  on 
the  Middle  Fork  are  kept  by  the  power  companies  at  their  diversions. 
The  South  Fork  record  is  not  complete  in  recent  years.  While  the 
records  of  these  stations  are  based  on  gage  readings  only  and  can  not 
be  considered  as  dependable  as  the  McKay  Point  record,  they,  in  gen- 
eral, tend  to  support  the  McKay  Point  record  in  those  months  in  which 
McKay  Point  differs  from  Three  Rivers. 


WATER   RESOURCES    OP    TULARE    COUNTY. 


23 


As  these  comparisons  indicated  that  the  record  computed  for  the 
discharge  at  Three  Rivers  was  more  consistent  than  the  Three  Rivers 
record,  the  computed  results  have  been  used  for  the  years  1918-19  and 
1919-20.  For  1920-21  the  Three  Rivers  record  was  used  as  it  agrees 
quite  consistently  with  that  computed  from  McKay  Point  except  during 
March. 

Channel  Losses  in  Kaweah  River. 

In  order  to  determine  whether  there  is  any  channel  seepage  either 
above  or  below  Three  Rivers  a  series  of  measurements  were  made  dur- 
ing the  low  water  period  in  August  and  September,  1921.  Measure- 
ments were  made  of  each  of  the  three  forks  and  of  the  diversions  and 
the  records  at  Three  Rivers  and  McKay  Point  for  the  same  dates 
secured.     The  results  are  shown  in  the  following  table : 


Upper 

measurement, 

second-feet 

Lower 

measurement, 
second-feet 

Diversions, 

second-feet 

Losses  or  gain, 
second-feet 

North   Fork ..    

2.84 
4.82 

1.79 
1.0 

43.30 

3.02 
2.92 

+1.97 

South   Fork..    

—0.90 

Middle  Fork ._    ._    .. 

Total 

46.20 

51.00 

Kaweah  River  at  Three  Rivers  Sta. 

+4.80 

The  gain  on  North  Fork  is  considered  to  be  due  to  return  flow  from 
irrigation  diversions.  The  loss  on  South  Fork  occurs  in  the  coarse 
material  in  the  lower  portion  of  its  length.  Measurements  up  the 
Middle  Fork  were  not  made  due  to  conditions  of  diversion  for  power. 
There  is  probably  little,  if  any,  loss  except  by  seepage  from  the  power 
flumes  which  may  be  lost  before  reaching  the  river. 

From  the  junction  of  North  and  Middle  Forks  there  appears  to  have 
been  a  gain  of  nearly  five  second-feet  to  the  gaging  station  below  Three 
Rivers,  a  distance  of  about  four  miles.  In  the  nine  miles  between 
Three  Rivers  and  McKay  Point  there  was  an  indicated  gain  of  seven 
second-feet.  The  extent  to  which  these  gains  may  continue  throughout 
the  year  is  not  known.  It  is  probable  that  they  represent  mainly  ground 
seepage  to  the  river  channel  from  early  season  flood  flow  or  diversion 
for  irrigation  rather  than  a  continuous  ground  water  movement.  The 
conclusion  appears  warranted  that  there  is  at  least  no  channel  loss 
above  McKay  Point  and  that  the  flow  at  Three  Rivers  is  the  total  run- 
off of  the  upper  drainage  area.  The  wells  above  McKay  Point  have  in 
general  given  small  yields,  a  further  indication  of  lack  of  seepage. 

TULE  RIVER. 

There  are  two  points  of  measurement  whose  records  give  the 
principal  part  of  the  run-off  of  the  Tule  River  drainage  area.  These 
are  the  stations  (1)  on  the  main  river  above  the  mouth  of  the  South 
Fork  and  (2)  on  the  South  Fork.  The  run-off  of  the  small  area  below 
these  stations  is  discussed  with  the  other  minor  drainage  areas. 


24 


DEPARTMENT    OP    PUBLIC    WORKS. 


Main  Tule  River. 

The  record  of  the  main  stream  gives  the  run-off  from  266  square 
miles  of  drainage  area  including  the  Middle  and  North  Forks  and  their 
tributaries.  The  drainage  area  extends  back  to  the  divide  of  the  Kern 
River  drainage  at  elevations  of  over  9000  feet  along  most  of  the  crest. 
The  North  Fork  of  Middle  Fork  extends  northward  to  the  east  of  North 
Fork  and  receives  the  drainage  of  much  of  this  higher  area.  The  mean 
annual  run-off  of  the  North  Fork  of  the  Middle  Fork  appears  to  be 
about  900  acre-feet  per  square  mile,  of  the  South  Fork  of  the  Middle 
Fork  about  600  acre-feet  per  square  mile  and  for  the  remainder  includ- 
ing the  North  Fork  about  275  acre-feet  per  square  mile. 

The  record  on  the  main  stream  is  continuous  since  1901.  There  are  a 
few  small  diversions  above  the  station  but  the  record  gives  the  water 
available  for  use  below.  Its  accuracy  is  considered  satisfactory.  The 
records  are  based  on  daily  gage  heights.  There  are  no  continuous  gage 
records  available.  The  daily  fluctuations  due  to  snow  melting  are  prob- 
ably less  on  this  stream  than  on  the  Kaweah.  The  annual  discharges 
are  given  in  Table  3. 


TABLE  3. 

Runoff  of  Tule  River  Near  Porterville,  Above  Mouth  of  South  Fork.     Drainage  Area,  266  Square  Miles. 

U.  S.  Geological  Survey. 


Record  o 


Month 


October 

November . 
December. 
January. . . 
February. . 

March 

April 

May 

June 

July 

August 

September  _ 

Totals... 


Discharge  in  total  acre-feet 


1901        1901-02     1902-03 


25,702 

It.  I'M 

3,751 

1,168 

1,012 


45,900 


1,783 

2,559 

3,074 

2,767 

8,830 

22,259 

33,977 

21,090 

11,306 

2,644 

1,291 

893 


112,000 


1,476 

2,975 

3,812 

15,618 

9,608 

15,864 

26,598 

22,013 

9,402 

2.337 

1,045 

833 


112,000 


1903-04     1904-05 


1,045 

1,428 

1,722 

1,845 

6,960 

17,401 

16,602 

16,110 

4,403 

1,045 

553 

1,190 


70.300 


3,382 

1,785 

2,275 

2,914 

4,215 

14,140 

12,200 

19,250 

8,688 

2,023 

603 

488 


71,000 


1905-06 


775 

2,523 

5,792 

30,700 

11.100 

84.200 

45,900 

66,400 

57,800 

22,300 

5,180 

2,820 


:;:;:,.  i  hiii 


1906-07     1907-08     1908-09     1909-10 


2,370 

2.900 

5,970 

14,300 

15,800 

21,800 

45,500 

20,800 

15,600 

5.060 

2,260 

1,780 


154,000 


2,830 

3,150 

6,520 

7,130 

15,200 

18,200 

10,600 

10,100 

"4,750 

1,230 

633 

1,100 


81,400 


1,920 

2,030 

2,720 

55,000 

49,800 

32,600 

45,200 

45,000 

34,300 

10.100 

3,300 

2,300 


285,000 


2,740 

5,270 

36,600 

21,100 

10,000 

13,300 

13,600 

9,470 

3,180 

1,110 

406 

631 


117,000 


Discharge  in  tota 

acre-feet 

Month 

1910-11 

1911-12 

1912-13 

1913-14 

1914-15 

1915-16 

1916-17 

1917-18 

1918-19 

1919-20 

1920-21 

October 

1,360 

1,520 

429 

212 

928 

581 

5,840 

928 

490 

529 

879 

November.. 

1,900 

2,550 

904 

2,230 

1,210 

1,750 

3,800 

1,680 

1,430 

976 

1,690 

December  _ . 

2,980 

2,930 

1,390 

4,180 

2,560 

3,790 

12,600 

2,180 

2,790 

3,230 

3,070 

January 

17,800 

4,000 

1,740 

44,400 

4,500 

58,200 

9,410 

2,370 

2,490 

1,920 

4,960 

February. . _ 

15,100 

3,370 

1,640 

14,300 

9,720 

33,200 

19,300 

2,870 

6,500 

2,160 

8,500 

March 

26,900 

5,450 

5,130 

14,300 

10,600 

51,800 

16,100 

12,800 

13,500 

18,100 

14,400 

April 

21,000 

9,700 

7,970 

15,900 

14,900 

38,700 

23,000 

8,930 

15,600 

25,600 

9,640 

May 

17,400 

12,200 

6,210 

16,500 

37,400 

33.200 

24,800 

5,810 

12,100 

20,700 

15  300 

June 

10,800 

6,720 

2,950 

9,640 

16,100 

18,500 

17,500 

1,960 

2,700 

9,340 

8,930 

July 

3,380 

842 

445 

2,480 

3,510 

6,200 

3,640 

167 

259 

1,510 

1,090 

August 

1,330 

175 

142 

627 

744 

2,240 

1,150 

56 

34 

194 

98 

September.. 

988 

314 

278 

397 

625 

1,200 

547 

159 

18 

209 

57 

Totals.... 

121,000 

49,800 

29,200 

125,000 

103,000 

249,000 

i:i  \m  hi 

39,900 

57,911 

84,468 

68,614 

WATER    RESOURCES    OF    TULARE    COUNTY. 


25 


The  mean  annual  discharge  of  the  main  river  station  since  1901  has 
been  120.000  acre-feet.  This  record  does  not  cover  the  dry  period 
between  1890  and  1900.  As  the  rainfall  records  begin  in  1889,  the 
measured  run-off  since  1901  was  plotted  against  the  rainfall  for  each 
year  and  the  indicated  relationship  used  to  estimate  the  probable  run- 
off for  1889  to  1900.  The  rainfall  for  these  earlier  years  averaged  88 
per  cent  of  the  long  time  mean.  The  resulting  estimates  of  run-off 
averaged  88,000  acre-feet  per  year  for  this  earlier  period. 

For  the  full  period,  1889  to  1921,  the  estimated  and  measured  run-off 
indicates  a  mean  annual  discharge  of  106,000  acre-feet  per  year  for  the 
area  above  the  present  gaging  station  on  the  main  Tule  River. 

For  the  period  of  actual  record  the  years  of  smallest  discharge  were 
1912  and  1913  with  a  total  of  50,000  and  29,000  acre-feet  respectively 
or  17  and  27  per  cent  of  the  probable  long  time  mean.  In  1918  the 
discharge  was  38  per  cent  of  the  Ions*  time  mean.  The  largest  measured 
discharge  was  in  1906  with  335,000  acre-feet  or  three  times  the  long 
time  mean.  Two  other  years,  1909  and  1916,  were  2|  and  2^  times  the 
mean.  For  the  years  1889  to  1901  the  estimates  indicate  a  minimum 
discharge  of  28.000  acre-feet  in  1898  with  no  years  exceeding  1.5  times 
the  probable  long  time  mean. 

For  the  long  time  period  the  discharge  at  the  gaging  station  on  the 
main  Tule  River  appears  to  be  derived  about  as  follows  : 


Drainage  area 


Mean  annual 
runoff,  acre-feet 


Per  cent  of  total 


South  Fork  of  Middle  Fork    _..    ._ 

25.000 
30,000 

5.000 
46.000 

23 

North  Fork  of  Middle  Fork  — 

27 

Bear  Creek          _ 

5 

Remainder  of  drainage  area.    _      __     _  _ 

45 

Totals             .        _                -.    -- 

106,000 

100 

South  Fork  of  the  Tule  River. 

The  records  on  the  South  Fork  of  Tule  River  began  in  1910.  The 
record  is  not  complete  for  all  parts  of  the  period  since  1910.  The  dis- 
charges are  given  in  Table  1  in  which  the  missing  records  which  have 
been  supplied  by  estimates  based  on  comparison  with  the  record  of  the 
main  Tule  River  are  indicated. 

For  the  eleven  years  of  record  the  mean  annual  discharge  has  been 
28,750  acre-feet.  The  maximum  measured  run-off  has  been  87,000 
acre-feet  in  1916  and  the  minimum  9010  acre-feet  in  1913. 

In  order  to  estimate  the  run-off  on  the  South  Fork  over  a  longer 
period  than  that  covered  by  the  record,  the  recorded  discharges  on  the 
South  Fork  were  plotted  against  the  discharge  of  the  main  Tule  River. 
From  the  relationship  indicated  the  discharges  for  previous  years  were 
estimated  by  comparison  with  the  measured  or  estimated  discharges  on 
the  main  Tule  River. 

For  the  period  1890  to  1921,  the  mean  annual  discharge  of  the  South 
Fork  of  Tule  River,  as  estimated  on  the  above  basis,  appears  to  have 
been  29,000  acre-feet  with  variations  from  8000  to  95,000  acre-feet  in 
different  years. 


26 


DEPARTMENT   OP   PUBLIC   WORKS. 


The  gaging:  station  on  the  South  Fork  is  several  miles  above  its 
entrance  into  the  main  stream.  The  gaging  station  on  the  main 
stream  is  also  above  the  base  of  the  hills.  While  the  portion  of  the 
drainage  area  from  which  the  run-off  is  not  measured  furnishes  a  rela- 
tively small  part  of  the  total  discharge  it  has  been  estimated  for  pur- 
poses of  completeness.  The  results  are  shown  with  those  for  all  areas 
in  Table  6.  In  minimum  years  the  discharge  is  negligible ;  in  wet  years 
it  is  estimated  that  as  much  as  9000  acre-feet  of  run-off  may  occur  with 
an  average  of  about  2000  acre-feet  per  year.  The  estimate  for  this 
lower  area  was  based  on  the  same  methods  that  were  used  for  other 
small  unmeasured  areas  as  explained  later. 


TABLE  4. 

Runoff  of  South  Fork  of  Tule  River  Near  Porterville.    Drainage  Area,  76  Square  Miles.    Record  of  U.  S.  Geological 

Survey  Except  as  Noted. 


Month 

Discharge  in  total  acre-feet 

1910-11 

1911-12 

1912-13 

1913-14 

1914-15 

1915-16 

1916-17 

1917-18 

1918-19 

1919-20 

1920-21 

October 

November.. 
December.  _ 

January 

February. _. 

March. 

April 

May 

June 

July 

August. 

September.. 

302 

780 

916 

3.210 

2,850 

6,760 

4,560 

2,860 

1,480 

481 

196 

162 

440 

509 

719 

615 

555 

1,640 

4,150 

3,740 

1,830 

595 

210 

158 

285 

546 

555 

941 

944 

1,650 

1,830 

1.040 

684 

303 

112 

152 

132 

584 

1.760 

15,300 

4,670 

4,090 

5,360 

4.110 

1,570 

658 

151 

165 

326 

405 

818 

1,440 

2,850 

3,190 

4,320 

14,300 

4,250 

1,380 

435 

256 

264 

738 

2,340 

21,600 

12,500 

18,800 

13.000 

9.900 

4,630 

1,920 

849 

496 

1,680 

*750 

*1.000 

2,800 

*4,000 

5,200 

*5,000 

*3,500 

3,720 

1,340 

586 

270 

330 

550 

607 

715 

1,524 

3,204 

2,012 

*1,200 

*500 

114 

46 

209 

470 

750 

1,030 

756 

1,790 

4,480 

4,590 

3,140 

940 

233 

133 

135 

311 

370 

2,210 

568 

863 

6,390 

9,340 

3,830 

1,970 

726 

322 

417 

430 

893 

1,540 

1,840 

2,780 

4,610 

3.270 

3,330 

2,150 

615 

242 

210 

Totals  ... 

24,600 

15,200 

9,040 

38,000 

34,000 

87,000 

29,846 

11,011 

18,447 

27,317 

21,910 

tions. 


'Records  incomplete;  discharge  estimated  by  comparison  with  Main  Tule  River  in  connection  with  these  investiga- 


Summary  for  Entire  Tule  River  Drainage  Area. 

A  summary  of  the  run-off  for  the  different  parts  of  the  Tule  River 
drainage  area  gives  a  total  estimated  long  time  mean  annual  run-off  of 
137,000  acre-feet  with  a  minimum  of  36,000  acre-feet  and  a  miximum  of 
439,000  acre-feet.  For  the  thirty-two  years  covered  by  the  records  and 
estimates,  there  are  three  years  in  which  the  run-off  exceeds  twice  the 
mean.  The  run-off  in  each  of  the  last  four  years  has  been  less  than 
normal,  the  average  for  the  four  years  being  59  per  cent  of  normal. 
This  is  the  longest  period  during  the  thirty-two  years  in  which  no  year 
had  a  run-off  at  least  equal  to  the  mean. 

Run-off  of  Smaller  Drainage  Areas  in  Tulare  County. 

In  addition  to  Kaweah  and  Tule  rivers  there  are  Deer  and  White 
creeks  and  various  other  small  drainage  areas  which  discharge  their 
run-off  into  the  valley  portion  of  Tulare  County.  Except  for  Deer  and 
White  creeks  the  discharge  of  these  streams  has  not  been  measured. 
In  order  to  make  an  estimate  of  the  total  water  supply  of  the  area  some 
basis  of  estimating  the  discharge  of  such  drainage  areas  is  required. 

The  method  used  has  consisted  of  an  estimate  of  the  precipitation  at 
different  elevations  on  each  drainage  area  with  an  estimate  of  the  run- 
off resulting  from  such  precipitation.     The  details  of  the  method  are 


WATER   RESOURCES   OP   TULARE    COUNTY. 


27 


discussed  in  Bulletin  9  of  this  office  entitled  "Water  Resources  of 
Kern  River  and  Adjacent  Streams  and  Their  Utilization."  The 
curves  used  for  Tulare  County  are  as  shown  in  Figs.  2  and  3. 

Most  of  the  precipitation  records  available  are  for  relative  low  ele- 
vations. Precipitation  increases  with  elevation ;  the  rate  at  which  such 
increase  occurs  appears  to  be  as  indicated  in  Fig.  2,  based  on  such 
records  as  are  available. 

The  relationship  of  rainfall  and  run-off  as  shown  in  Fig.  3  is  also 
based  on  such  records  as  are  available.  The  curves  for  drainage  areas 
for  which  the  discharge  has  been  measured  were  developed  by  trial. 
The  curves  for  unmeasured  areas  were  then  estimated  by  comparison 
of  the  character  of  the  drainage  areas. 


7000 


6000 


5000 


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While  such  a  method  of  estimation  can  not  be  exact  it  is  thought  to 
represent  the  probable  run-off  within  reasonable  limits.  The  figures 
given  are  thought  to  be  fully  as  large  as  the  actual  run-off. 

Deer  Creek. 

There  is  a  record  for  the  upper  17  miles  of  drainage  area  at  Hot 
Springs  from  1911  to  date,  one  for  15  square  miles  on  Tyler  Creek  for 
1911-13  and  one  for  1919  to  date  for  76  square  miles  of  drainage  as 
secured  by  Mr.  Irving  Althouse,  engineer  for  the  Terra  Bella  Irrigation 
District. 


28 


DEPARTMENT    OP    PUBLIC    WORKS. 


The  Tyler  Creek  records  are  classed  as  poor  by  the  U.  S.  Geological 
Survey.  The  Hot  Springs  record  on  Deer  Creek  is  generally  fairly 
consistent ;  the  1920-21  record,  however,  appears  excessive  in  com- 
parison with  other  adjacent  streams.  The  elevation,  rainfall,  and  run- 
off relationships  were  developed  for  Deer  Creek  above  Hot  Springs  as 
shown  in  Figs.  2  and  3.  These  agree  fairly  well  with  the  records. 
These  curves  were  used  for  estimating  the  long  time  run-off  of  the 
remaining   upper   drainage   area   on   Tyler   Creek.     For  the   drainage 


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for  7~<s/a/-£'   Coc//7/y  /?s-<7/s7<7f<£>    sfs-&a& 

area  below  Hot  Springs  the  rainfall  run-off  records  for  'plains'  condi- 
tions was  used.  From  the  parts,  the  run-off  of  the  total  drainage  area 
was  computed  giving  the  curve  shown  in  Fig.  4. 

The  run-off  curve  for  the  entire  "Deer  Creek  drainage  area  given  in 
Fig.  4  gives  results  averaging  about  18  per  cent  greater  for  1920  and 


WATER    RESOURCES    OF    TULARE    COUNTY. 


29 


1921  than  the  measurements  made  by  the  Terra  Bella  Irrigation  Dis- 
trict. The  conditions  in  both  of  these  years  were  such  as  to  produce 
probably  less  than  the  average  run-off  from  the  precipitation.  The 
run-off  curve  used  appears,  however,  to  give  results  as  great,  if  not 
somewhat  greater,  than  would  probably  be  shown  by  a  long  direct 
record  of  run-off. 


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JO 

O  SOOO  ■      /OOOO        /JOOO       iOOOO      25&20       3000O 

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J5O0O      40000 


U/?/77&a&veG/ &/-<?//7<?&£'/fs-<eaiS  /s7  7v/ar<?  Cot//?// 

The  precipitation  for  the  years  of  record  was  used  with  the  Deer 
Creek  curve  given  in  Fig.  4  to  estimate  the  Deer  Creek  run-off  for  each 
year.  For  the  thirty-two  years  since  1890  this  gives  an  estimated 
mean  annual  run-off  of  19,000  acre-feet  with  a  maximum  of  50,000 
acre-feet  and  a  minimum  of  5000  acre-feet. 

A  second  estimate  of  the  run-off  of  Deer  Creek  was  prepared  by 
comparison  with  the  South  Fork  of  Tule  River.  The  comparison  of  the 
drainage  areas  is  shown  in  the  following  table. 


Square  miles  of  drainage  area 

Elevation  of  drainage,  acre-feet 

South  Fork  of 
Tule  River 

Deer  Creek 

Below  2,000 

4 
8 
20 
15 
12 
17 

41 

2,000  to  3,000 

15 

3,000  to  4,000 .. 

21 

4,000  to  5,000 

12 

5,000  to  6,000 _. 

10 

Over  6,000 

11 

Totals 

76 

110 

Total  above  2,000 

72 

69 

Some  of  the  South  Fork  drainage  area  exceeds  8000  feet  in  altitude. 
While  the  total  areas  above  2000  feet  elevation  are  closely  similar,  the 
South  Fork  has  44  square  miles  over  4000  feet  elevation  as  compared 
with  33  square  miles  for  Deer   Creek.     The   rainfall   curves.   Fig.   2, 


30  DEPARTMENT   OP   PUBLIC   WORKS. 

indicate  that  the  South  Fork  will  receive  about  one-eighth  more  precipi- 
tation than  Deer  Creek  due  to  its  location  farther  north. 

The  recorded  run-off  of  South  Fork  of  Tule  River  for  1920  and  1921 
is  27,300  and  21,900  acre-feet.  The  measured  run-off  of  Deer  Creek 
was  14,100  and  11,400  acre-feet  for  these  years.  This  equals  52  per 
cent  of  the  estimated  run-off  of  South  Fork  in  each  of  the  two  years. 
The  percentage  relationship  may  vary  in  years  of  excessive  rainfall. 
Using  this  percentage,  the  estimated  mean  annual  run-off  of  29,000 
acre-feet  on  South  Fork  of  Tule  River  would  indicate  a  mean  annual 
run-off  of  about  15,000  acre-feet  on  Deer  Creek. 

Both  methods  of  estimation  involve  elements  of  uncertainty.  The 
conclusion  appears  warranted,  however,  that  the  average  run-off  of 
Deer  Creek  does  not  exceed  19,000  acre-feet  per  year  and  that  this 
estimate  is  more  liable  to  be  above  rather  than  below  the  actual  run-off. 

White  Creek. 

Measurements  of  the  discharge  of  the  upper  21  square  miles  of  the 
drainage  area  of  White  Creek  were  made  in  1911-13.  The  records 
give  a  smaller  run-off  than  would  be  expected  from  the  rainfall  and 
run-off  curves  for  low  hills  area.  The  rainfall  run-off  curve  has  been 
used  as  the  records  are  subject  to  some  uncertainty  as  to  their  accuracy. 
For  the  remainder  of  the  drainage  area  the  run-off  has  been  estimated, 
using  the  rainfall  run-off  curve  for  the  plains  area.  The  resulting 
curves  are  shown  in  Figs.  2,  3  and  4. 

The  estimated  mean  annual  run-off  for  the  77  square  miles  below  the 
gaging  station  is  2500  acre-feet  and  that  for  the  area  above  the  gaging 
station  is  3800  acre-feet,  a  total  for  the  whole  stream  of  6300  acre-feet. 
All  of  this  run-off  can  be  considered  as  reaching  the  ground  water  as 
the  flow  is  absorbed  from  the  creek  channel,  the  distance  to  which  the 
flow  reaches  varying  with  the  run-off  in  different  years.  The  estimated 
total  run-off  varies  from  1500  to  26,000  acre-feet  in  different  years. 
The  estimated  average  run-off  for  the  five  years  1917  to  1921  is  4000 
acre-feet. 

White  Creek  drains  a  narrow  strip  of  area  extending  directly  back 
to  the  divide  of  the  Kern  River  drainage  area.  It  does  not  extend 
along  this  divide  to  the  same  extent  as  Deer  Creek  and  consequently 
has  a  smaller  drainage  area  at  the  higher  elevations.  The  run-off  of 
White  Creek  appears  to  be  less,  relatively,  than  that  of  Deer  Creek. 

In  1921,  the  rains  in  May  resulted  in  flow  as  far  as  the  Southern 
Pacific  Railroad  south  of  Ducor,  a  discharge  of  12  second-feet  being 
used  in  irrigating  grain  at  that  point  on  May  23.  The  flow  rapidly 
decreased  and  receded  up  the  creek  channel  within  a  few  days.  The 
flow  at  the  east  line  of  township  27  east  began  early  in  May  and  con- 
tinued at  a  general  average  of  about  four  second-feet  until  the  middle 
of  June.  About  two  miles  further  upstream  the  flow  began  early  in 
April  and  continued  to  the  end  of  June.  In  1909  it  is  stated  that 
water  reached  the  east  line  of  township  24  east.  In  1919,  the  water 
is  reported  to  have  reached  Sec.  7,  T.  24  S.,  R,  26  E.,  and  in  1920,  Sec. 
11,  T.  24  S.,  R.  26  E.  The  channel  in  this  portion  of  its  length  has 
been  eroded  into  the  older  sediments  and  has  not  built  a  more  recent 
delta  until  the  areas  further  west  are  reached. 


WATER   RESOURCES   OF   TULARE    COUNTY. 


31 


RUN-OFF    OF   MINOR   DRAINAGE   AREAS    IN    TULARE    COUNTY. 

In  this  discussion  are  included  the  small  streams  and  the  portions  of 
the  main  streams  below  the  gaging  stations.  While  small  in  amount 
and  uncertain  in  occurrence  some  attempt  to  estimate  quantitatively  the 
run-off  of  these  drainage  areas  appears  to  be  desirable.  Such  an  esti- 
mate is  difficult  to  make  due  to  the  absence  of  direct  records.  The 
estimates  given  are  those  for  the  total  quantity  of  water  which  would 
be  expected  to  be  discharged  from  each  area.     In  some  cases  locations 


Plate  II,  Figure  A.     General  View  of  Drainage  Area  of  Tokohl  Creek. 


Plate  II,  Figure  B.     Concrete  Flume  of  Lindsay-Strathmore  Irrigation  District. 


32 


DEPARTMENT    OP    PUBLIC    WORKS. 


for  measuring  the  quantities  given  probably  would  be  difficult  to  find 
as  the  channels  probably  lose  water  within  the  drainage  areas.  The 
figures  given  are  the  total  amount  of  water  which  it  is  estimated  the 
drainage  areas  contribute  to  the  ground  water  or  to  direct  diversion. 
While  there  is  no  basis  for  testing  the  accuracy  of  the  estimates  it  is 
thought  that  they  are  greater  rather  than  less  than  the  actual  run-off. 

The  smaller  drainage  areas  were  taken  from  the  1919  Forest  Service 
map  of  the  Sequoia  National  Forest,  having  a  scale  of  one-fourth  inch 
to  the  mile.  This  map  shows  streams  but  not  elevations.  As  far  as 
the  area  covered  permitted  these  were  checked  by  the  Kaweah  and 
Tehipite  IT.  S.  G.  S.  quadrangle  sheets.  The  estimate  of  the  area  in 
each  thousand  feet  of  elevation  was  made  from  the  U.  S.  G.  S.  sheet 
where  available  and  by  general  estimate  for  the  remainder.  The  lower 
limit  of  the  area  contributing  any  run-off  is  indefinite,  the  areas  given 
extend  down  to  elevations  of  500  to  600  feet  for  most  of  the  streams. 
Run-off  from  areas  below  2000  feet  elevation  is  practically  negligible  in 
amount  except  in  years  of  excessive  precipitation. 

The  drainage  areas  are  given  in  Table  5. 

The  estimated  precipitation  was  taken  for  the  different  elevations 
from  the  precipitation  and  elevation  curves  shown  in  Fig.  2.  The  esti- 
mated run-off  was  taken  from  the  rainfall  run-off  curves  shown  in 
Fig.  3.  The  'plains'  curve  was  used  for  the  lower  drainage  areas  modi- 
fied somewhat  to  take  into  account  local  factors  in  the  probable  varia- 
tion of  rainfall  with  elevation.  The  curves  showing  the  resulting 
relation  between  the  estimated  run-off  and  the  rainfall  in  per  cent  of 
normal  are  shown  in  Fig.  4.  These  curves  are  used  with  the  precipi- 
tation for  each  year  to  give  the  estimated  total  run-off  for  that  year. 
The  resulting  mean  annual  run-off  is  shown  in  Table  6. 


TABLE  5. 
Drainage  Areas  of  Foot  Hills  Streams,  Tulare  County  . 


Stream 

Drainage 
area  in 
square 

miles 

Elevation  of  drainage  area 

Sand  and  Storey  creeks  east  of  Orosi.. 
Cottonwood  Creek  above  Woodlake  .- 

Limekiln  Creek                  

50 

87 

87 

15 

37 
52 

32 
15 

50 

27 

36 

130 

77 

All  estimated  as  less  than  2000  feet  elevation.    No  map  available. 
Estimated  as  57  square  miles  2000  to  3000  feet;  10  square  miles 

3000  to  4000  feet. 
Estimated  as  40  square  miles  under  2000  feet;  25  square  miles  2000 

Greasy  Creek  and  Kaweah  River  on 
north  side  below  Three  Rivers    

Kaweah   river  on  south  side  below 
Three  Rivers  including  Horse  Creek. 

Yokohl  Creek                      

to  3000  feet;  15  square  miles  3000  to  4000  feet;  5  square  mi.es 
4000  to  5000  feet;  and  2  square  miles  over  5000  feet. 

8  square  miles  over  2000  feet  elevation — maximum,  3500  feet. 

Varies  from  600  to  3000  feet;  15  square  miles  over  2000  feet. 

27  square  miles  under  2000  feet;  12  square  miles  2000  to  3000  feet; 

Lewis  Creek 

8  square  miles  3000  to  4000  feet;  5  square  miles  4000  to  5000  feet. 
5  square  miles  over  2000  feet;  rest  down  to  700  feet. 

Frazier  Valley              -  - 

All  under  2000  feet. 

Tule  River  below  Success  and  South 

10  square  miles  over  2000  feet. 

Deer  Creek  below  Terra  Bella  Irriga- 
tion district  station   _       ..   

All  under  2000  feet. 

Fountain  Springs  area            

All  under  2000  feet. 

Rag  Gulch                             

72  square  miles  under  2000  feet;  50  square  miles  2000  to  3000  feet; 

White  Creek  below  gaging  station 

5  square  miles  3000  to  4000  feet;  3  square  miles  over  4000  feet. 
49  square  miles  under  2000  feet;  25  square  miles  2000  to  3000  feet; 
3  square  miles  3000  to  4000  feet. 

WATER   RESOURCES    OP    TULARE    COUNTY. 


33 


For  all  drainage  areas  shown  the  estimated  mean  annual  run-off  is 
39,000  acre-feet  for  the  700  square  miles  included.  Of  this  about  one- 
third  is  into  Kaweah  River  below  the  Three  Rivers  gaging  station,  the 
largest  part  of  this  coming  from  Limekiln  Creek  which  has  some  drain- 
age area  of  6000  feet  elevation  in  Grouse  Meadows.  The  upper  por- 
tions of  the  drainage  area  of  Limekiln  Creek  should  have  a  rate  of 
run-off  similar  to  areas  of  equal  elevation  on  the  North  Fork  of  the 
Kaweah.  Cottonwood  Creek  has  a  drainage  area  similar  in  size  to  that 
of  Limekiln  Creek  but  of  lower  average  elevation.  The  general 
topography  is  somewhat  less  rugged  and  a  smaller  rate  of  run-off  is  to 
be  expected.  This  is  indicated  by  conditions  in  1920-21  when  Limekiln 
Creek  flowed  during  the  winter  and  during  the  rain  in  May,  1921,  while 
no  surface  flow  reached  the  lower  portions  of  Cottonwood  Creek  during 
this  period. 

The  other  lower  tributaries  of  the  Kaweah  River  are  small  and  of 
limited  discharge,  flowing  only  after  fairly  heavy  storms. 

Yokohl  Creek,  while  it  may  be  considered  as  a  tributary  to  Kaweah 
River,  enters  the  valley  lands  before  reaching  the  river  and  is  prac- 
tically a  separate  stream.  The  upper  portion  of  the  drainage  area  is 
fairly  rugged  with  some  bare  granite,  the  lower  hills  are  rounded  and 
there  are  bottom  areas  along  the  creek  in  which  the  flow  may  be  largely 
absorbed.  In  some  portions  willows  and  grass  indicate  some  ground 
water  supply.  The  upper  one-half  of  the  drainage  area  probably  sup- 
plies over  three-fourths  of  the  run-off.  The  total  run-off  appears  to 
reach  the  ground  water  along  its  course  or  in  the  adjacent  areas  in  the 
valley. 

TABLE  6. 
Estimated  Run-off  of  Minor  Drainage  Areas  in  Tulare  County. 


Drainage  area 


Sand  and  Storey  creeks 

Cottonwood  Creek 

Kaweah  River  below  gaging  station,  including  Limekiln  Creek 

Yokohl  Creek 

Lewis  Creek 

Frazier  Valley . . 

Tule  River  below  gaging  stations 

Dear  Creek  below  gaging  station 

Fountain  Springs 

White  Creek  below  gaging  station 

Rag  Gulch 

Totals 


Drainage 

area, 

square  miles 


50 
87 

142 
55 
22 
22 
57 
27 
36 
77 

130 


705 


Estimated 

mean  annual 

runoff  total, 

acre-feet 


3,000 
7,000 
13,000 
4,000 
1,500 

500 
2,000 

800 
1,000 
2,500 
3,500 


38,800 


Estimated 
mean  annual 
runoff,   acre- 
feet  per 

square  mile 


60 
80 
92 
73 
68 
23 
35 
30 
28 
32 
27 


55 


Lewis  Creek  has  a  small  drainage  area,  all  of  which  is  less  than  3000 
feet  in  elevation.  There  is  a  dam  with  wells  on  this  creek,  the  water 
being  taken  to  lower  lands.  The  lands  served  are  now  a  part  of  the 
Lindsay-Strathmore  Irrigation  District.  Lewis  Creek  is  reported  to 
flow  only  following  relatively  heavy  rains  such  as  storms  giving  a 
precipitation  of  two  inches  or  over. 


-21044 


34  DEPARTMENT    OP    PUBLIC    WORKS. 

Frazier  Valley  and  Fountain  Springs  areas  are  broad,  fiat  land  from 
which  the  surface  run-off  is  negligible  in  amount  but  in  which  there 
may  be  minor  absorption  in  the  channels  of  local  washes. 

The  lower  Tule  River  areas  are  largely  on  the  South  Fork  below  the 
gaging  station.  The  estimate  used  indicates  that  such  run-off  is  less 
than  2  per  cent  of  that  measured  at  the  gaging  stations. 

Deer  Creek  below  the  gaging  station  is  a  low  area  which  probably 
contributes  run-off  only  at  times  of  excessive  precipitation.  The 
average  amount  may  be  as  estimated. 

White  Creek  below  the  gaging  station  is  a  rolling  area  two-thirds  of 
which  is  below  2000  feet  elevation.  An  erratic  run-off  of  about  the 
amount  given  is  to  be  expected. 

Rag  Gulch  has  a  rather  extensive  rolling  drainage  area  of  generally 
low  elevation.  In  many  years  its  run-off  does  not  reach  the  valley,  as 
surface  flow.  This  drainage  is  the  only  definite  area  tributary  to  the 
lands  along  the  Tulare-Kern  County  line  and  its  uncertain  and 
limited  discharge  indicates  the  lack  of  direct  sources  of  ground  water 
replenishment  in  this  area. 

TOTAL  WATER  SUPPLY  FROM  DRAINAGE  AREAS  DISCHARGING 

INTO  TULARE  COUNTY. 

The  preceeding  discussions  of  the  run-off  of  each  drainage  area  may 
be  summarized  as  follows : 

Total   Mean   Annual   Run-off  of  Drainage  Areas   Discharging   Into  Tulare  County. 


S:reams  from  North  to  South 


Acre-l'eet 


Sand  and  Storey  Creeks 

Cottonwood  Creek 

Kaweah  River,  entire  drainage  area. 

Yokohl  Creek 

Lewis  Creek 

Frazier  Valley 

Tule  River,  entire  drainage  area 

Deer  Creek  

Fountain  Springs 

White  Creek 

Rag  Gulch 

Total 


3,000 
7,000 

451,000 

4,000 

1,500 

M0 

137,000 

18,900 

1,000 

6,300 

3,500 


633,700 


The  total  given,  634,000  acre-feet,  represents  the  total  water  supply 
which,  from  the  data  now  available,  appears  to  be  the  mean  annual 
water  supply  from  these  areas.  The  records  are  considered  adequate 
to  furnish  a  basis  for  determining  with  practical  accuracy  the  actual 
run-off.  It  is  not  probable  that  longer  periods  of  measurement  will 
show  mean  discharges  materially  different  from  the  figure  given.  The 
total  represents  the  water  which  is  available  for  use  in  the  portions  of 
Tulare  County  dependent  on  this  supply  for  their  irrigation.  Not  all 
of  this  discharge  is  now  used  or  can  be  used  due  to  variations  in  its 
amount  in  different  years.     It  is  not  evenly  distributed  over  the  areas 


WATER    RESOURCES    OF    TULARE    COUNTY.  35 

requiring  irrigation.  Its  utilization  depends  on  the  detailed  conditions 
for  storing  in  reservoirs,  diversion  by  canals,  or  absorption  as  ground 
water  all  of  which  vary  with  different  streams.  The  utilization  of 
these  water  supplies  is  dismssed  separately  for  the  areas  dependent  on 
the  separate  sources  of  supply. 

As  later  discussed  the  average  surface  outflow  of  the  KaWeah  River 
is  estimated  to  be  70.000  acre-feet  per  year  and  of  the  Tule  River  17.000 
acre-feet  per  year.  Deducting  these  amounts  from  the  total  inflow  of 
634,000  acre-feet  gives  a  mean  annual  water  supply  under  present  con- 
ditions of  development  for  the  lands  dependent  on  these  water  supplies 
of  547.000  acre-feet. 

SURFACE  OUTFLOW  FROM  VALLEY  AREAS. 

The  preceding  discussions  have  covered  the  water  supply  entering 
the  irrigable  areas  covered  by  this  report.  Not  all  of  such  flow  is 
retained  within  the  area.  At  times  of  flood  a  part  of  the  run-off  passes 
across  the  valley  areas  and  enters  Tulare  Lake.  The  following  discus- 
sion relates  to  the  surface  flow  which  passes  across  the  valley  areas. 
Questions  regarding  the  escape  from  these  areas  of  ground  water  sup- 
plies are  discussed  later  in  Chapter  IV. 

Of  the  streams  entering  the  valley  lands  in  Tulare  County  only 
Kaweah  and  Tule  rivers  contribute  any  material  flow  to  Tulare  Lake. 
While  no  direct  records  for  Deer  and  White  creeks  are  available  for 
flood  years  the  indirect  data  does  not  indicate  that  any  such  excess 
run-off  reaches  Tulare  Lake.  The  records  available  on  Kaweah  and 
Tule  River  cover  the  seasons  of  1916,  1917.  1920  and  1921. 

Outflow  from  Kaweah  Delta. 

Excess  run-off  from  Kaweah  River  may  reach  Tulare  Lake  through 
two  groups  of  channels.  The  flow  of  the  river  is  divided  at  McKay 
Point  between  the  St.  Johns  and  Kaweah  rivers.  Water  flowing- 
through  St.  Johns  River  without  being  diverted  enters  Cross  Creek  near 
Goshen  and  finally  reaches  Tulare  Lake.  Water  not  diverted  from  the 
Kaweah  River  channels  may  reach  Tulare  Lake  by  either  entering 
Cross  Creek  or  by  mingling  with  Tule  River  water  in  Elk  Bayou. 
Outflow  from  the  delta  occurs  more  generally  through  Cross  Creek  than 
through  Elk  Bayou.  The  latter  flow  is  usually  small  in  amount  except 
in  years  of  excessive  run-off. 

Water  reaching  Cross  Creek  may  be  used  by  diversion  into  lower 
canals  before  reaching  Tulare  Lake.  Such  diversions,  however,  are  out- 
side the  area  covered  by  these  investigations,  and  do  not  affect  what  is 
regarded  as  the  delta  of  Kaweah  River. 

Records  of  the  outliow  of  Kaweah  and  Tnle  rivers  were  kept  in  1916 
by  the  State  Department  of  Engineering.  The  Kaweah  River  records 
were  secured  near  the  entrance  of  Cross  Creek  into  Tnlare  Lake  and 
do  not  include  diversions  from  Cross  Creek.  The  conditions  for  meas- 
urement were  somewhat  unfavorable.  The  records  for  the  winter  flow 
are  incomplete.  The  records  for  Tule  River  were  secured  at  the  rail- 
road crossing  near  Turnbull  and  are  probably  reasonably  accurate. 
The  actual  records  with  the  estimated  division  of  the  Tule  River 
records  between  the  two  sources  of  its  supply  are  given  in  Table  7. 


36 


DEPARTMENT    OF    PUBLIC    WORKS. 


TABLE  7. 

Records  of  Outflow  of  Kaweah  and  Tule  Rivers  in  1916,  with  Estimated  Division  of  Flow  Between  Kaweah  and  Tule 

Rivers. 


Months  in  1916 


January. . 
February. 

March 

April 

May 

June 

July 

Totals 


o 


F&-. 


o 


45,800 
29,000 
50,800 
27,600 
26,000 
22,800 
10,500 


212,500 


P  2  m 
p-CD 

»  2, 

CD         • 


94,100 
61,600 
108,000 
127,000 
145,000 
131,000 
59,000 


725,700 


2  t-2 


cfilf 
I        i     CD 


38,300 

34,500 

53,100 

4,860 

3,000 

270 


134,030 


~'£-'i 


E.3 


79,800 
45.700 
70,600 
51,700 
43,100 
23,130 
8,130 


322,160 


tdg-p  3. 

p  5  2 

v.  <j  to  0 
o  a       -, 

s  g  ^£- 

2  3  "    a 
*?  ^  2  ?d 


CD 

o  I  8. 

CD    O 


7,500 
8,100 
2,400 
3,000 
300 


21,300 


H 

fD    t» 
&3   ej- 


2  3 


45,800 
36,500 
58,900 
30,000 
29.000 
23,100 
10,500 


233,800 


a-cr 

£D     &D    CD 
3    ^    CD 


TO    g 


32 


3  3  ™ 

2-OD     CD 
CC     CD    CD 

;    Era 

;  to  2, 
;  o  h 

'    §■& 

1     pa  cd 

!    2  o- 


P"S 


49 

48 

48,000 

59 

59 

25,000 

55 

64 

49,000 

24 

5 

97,000 

20 

116,000 

18 

108,000 

17 

49,000 

35 


H 

a."  2 

2-  2.  a3 

r+  &  — 

SO    -'CD 

•         P     CO 


Pis' 


492,000 


H 

»  2  2 

n   S3   ~ 


£.& 

CD    co 

d- CD- 
CD  D5 
S"J3 


41,500 
18,700 
25,600 
49,200 
43,100 
23,100 
8,100 


209,300 


A  comparison  of  these  records  for  outflow  from  the  Kaweah  Delta  in 
January  with  the  inflow  at  Three  Rivers  shows  that  the  outflow  equals 
the  inflow  in  excess  of  1200  second-feet;  that  is,  the  inflow  over  1200 
second-feet  on  14  days  of  the  month  is  equal  to  the  volume  of  the  out- 
flow. This  is  equivalent  to  saying  that  inflow  up  to  1200  second-feet 
was  retained  in  January  and  that  any  excess  passed  across  the  delta. 
A  similar  comparison  for  February  indicated  that  all  inflow  in  excess 
of  450  second-feet  appeared  as  outflow.  The  smaller  amount  retained 
in  February  can  be  accounted  for  by  the  heavy  precipitation  and 
January  use  satisfying  the  water  requirements  so  that  smaller  diversions 
were  made.  For  March  the  similar  figures  indicated  that  the  outflow 
equaled  the  inflow'  in  excess  of  800  second-feet ;  for  April,  1600  second- 
feet  ;  for  May,  1900  second-feet ;  for  June,  1800  second-feet ;  and  for 
July,  900  second-feet.  The  actual  outflow  during  July  is  thought  to 
have  been  delayed  flow  from  June  rather  than  direct  outflow  of  July 
run-off. 

The  flow  in  Cross  Creek  at  the  bridge  on  the  main  Hanford  road  was 
measured  by  Mr.  H.  H.  Holley  during  1917.  The  record  has  been  made 
available  for  use  in  this  report.  The  measurements  give  directly  the 
actual  outflow  from  the  Kaweah  Delta  below  the  Lakeside  Canal.  The 
records  cover  May  and  June.  In  May  the  discharge  was  5000  acre-feet 
and  in  June  21,930  acre-feet.  The  outflow  in  May  equalled  the  flow 
at  Three  Rivers  in  excess  of  1800  second-feet,  in  June,  in  excess  of  1750 
second-feet.  In  1917,  the  run-off  was  equal  to  about  the  average  for 
the  Kaweah  River. 

No  direct  records  are  available  for  1918  and  1919.  Indirect  data 
indicates  that  there  was  little  if  any  outflow  in  those  years.  The  inflow 
was  less  than  normal. 

In  1920  water  from  Kings  River  was  diverted  into  Cross  Creek 
through  the  Lake  Lands  canal.  A  record  of  the  diversions  of  the 
Corcoran  District  was  secured  under  the  direction  of  Mr.  Max  Ender- 
lein.  The  difference  between  the  Kings  River  diversion  of  the  Lake 
Lands  canal  and  of  the  diversions  of  the  Corcoran  District  is  considered 
to  be  Kaweah  River  water.  On  this  basis  in  May  the  Kaweah  River 
outflow  would  have  been  approximately  equal  to  the  flow  at  Three 


WATER   RESOURCES    OF    TULARE    COUNTY. 


37 


Rivers  in  excess  of  2400  second-feet.  In  June  the  outflow  would  have 
been  equal  to  the  flow  at  Three  Rivers  in  excels  of  1700  second-feet. 

In  1921.  beginning  on  January  11.  a  record  was  secured  of  the  flow 
of  Cross  Creek  at  the  Hanford  road  bridge.  An  automatic  register  was 
used  and  sufficient  current  meter  gagings  obtained  to  give  a  fairly 
dependable  record.  The  discharge  from  January  to  April  was  due  to 
local  seepage,  waste  from  irrigation  or  run-off  from  storms.  The 
records  of  the  diversion  of  the  Lake  Lands  canal  were  obtained  from 
Mr.  Chas.  L.  Kaupke.  water  commissioner  on  Kings  River.  The  full 
amount  diverted  has  been  deducted  from  the  Cross  Creek  record  to  give 
the  estimated  Kaweah  River  outflow  through  Cross  Creek.  The  loses 
in  the  Lake  Lands  canal  between  its  head  and  Cross  Creek  are  consid- 
ered to  be  balanced  by  the  inflow. 

Diversion  by  the  Lake  Lands  canal  ended  June  17.  After  this  date 
the  flow  in  Cross  Creek  was  small  and  decreasing  and  represents  local 
waste  rather  than  discharge  in  Kaweah  River  in  excess  of  the  diversions. 

TABLE  8. 
Records  of  Outflow  of  Kaweah  Delta  Through  Cross  Creek  at  Hanford  Highway  Bridge,  Season  of  1921. 


Rates  of  flow  in  second-feet    . 

Discharge 

of 

Cross  Creek 

April 

May 

June 

Discharge 

of 

Cross 

Creek 

Date 

Cross 
Creek 

Lake 
Lands 
Canal 

Cross 
Creek 

Lake 
Lands 
Canal 

Cross 
Creek 

Lake 
Lands 
Canal 

Excels 
of  Cross 
Creek 
over 
Lake 
Lands 
Canal 

Kaweah 
River 

at 
Three 

Rivers 

Jan. 

Feb. 

Mar. 

July 

Aug. 

1 

3.2 

3.4 
2.6 
2.2 
2.0 
1.8 
1.8 
2.7 
2.4 
2.1 
2.2 
2.6 
3.0 
4.0 
5.2 
5.8 
4.2 
3.7 
3.3 
3.2 
3.2 
3.1 
3  3 
6.6 
7.6 
7.8 
7.4 
6.2 

5.2 
5.0 
4.0 
3.3 
3.3 
3.3 
3.4 
3.6 
3.7 
3.7 
3.7 
4.2 
4.7 
5.5 
7  4 
9.0 
6.4 
5.4 
5.3 
5  2 
5.4 
5.8 
6.4 
6.4 
6.6 
6.6 
6.6 
6.4 
6.4 
7.8 
12.3 

12.0 

10.2 

7.8 

6.8 

33.2 

57.0 

21.0 

11.7 

9  0 

8.5 

8.3 

8.3 

9  0 

9.0 

9.2 

9.0 

5.9 

7.8 

8.6 

7  1 

7.2 

5.0 

3.8 

3.6 

3  6 

4  1 
3.6 
3.2 
3.2 

30.5 

*52 
*111 
*179 

390 

390 

162 
36.2 
21.2 
21 

17.2 
17.2 
17 

13.4 
13.4 
13  5 
13.5 

255 

330 

394 

390 

231 
41 

30.5 
30  5 

*305 

*30 .5 

*30.5 

*30.5 
30.5 
36 

101.6 

318 

294 
80 

395 

344 

32 

26 

25 

23 

22 

21 

20 

19 

19 

17 

99 

2S4 

*336 

•373 

*286 

115 

17 

13 

12 

14 

14 

15 

14 

14 

15 

126 

245 

151 

65 

25 

25 

25 

21 

21 

174 

354 

478 

582 

634 

674 

674 

660 

*460 

*300 

*300 

*150 

*80 

*40 

*20 

20 

22 

28 

33.5 

27  i 

20 

15  l 

13.2 

12.6 

12.6 

64 

65 

64 

62 

67 

282 

364 

464 

467 

339 

*496 

*503 

*440 

291 

246 

250 

113 

5 

4 

2 

1 
1 

14 

115 

295 

178 

171 

220 

169 

.54 

50 

37 

75 

36 

18 

1,260 
1,400 
1,260 
1,400 
1.660 
1.880 
2,260 
2,380 
2.380 
2,450 
2,320 
2.120 
1,820 
1,660 
1400 
1,080 
996 
900 
932 
1,080 
1.200 
1.290 

12.6 
11.7 
10.8 
10  8 
9.7 
8.8 
8.3 
7.8 
7.6 
6.8 
6.2 
6.2 
6.2 
6.4 
6  4 
6.2 
6.2 
6.2 
6  2 
5.5 
4.8 
4.0 
3.6 
5.5 
3.5 
3.4 
3.2 
3.0 
2.6 
2.4 
2.4 

■i  2 

2 

2.0 

3 

1.7 

4 

1.5 

5 

1.2 

6 

1.0 

7  

8 

9 

10 

11 

1.2 
1.2 
1.2 
1  2 
1.1 
1.0 
1.1 
1.4 
1.2 
1.2 
2.0 
3.7 
3.7 
2.8 
2.5 
2.0 
1.8 
1.8 
3.6 
4.2 
3  6 

12 

13 

14 

15 :____ 

16 

17 

18 

19 

20 

21 

22 

dry 

23 

24 

25 

26 

27 

28 

29 

30 

31 

Total  in  acre- 
feet 

Assumed  flow  in 
Cross     Creek 
from  Kaweah 
River,  in  acre- 
feet 

86 

86 

211 
211 

341 
341 

845 
167 

678 

7.550 
1,100 

6,450 

11700 
2.770 

8,930 

2,770 

390 
390 

Total  dischar 

ge  consi 

dered  tc 

come  f 

rom  Kaweah  River  for  season,  5065  ac 

re-feet. 

*Record  incomplete;  figures  used  estimated. 


38 


DEPARTMENT    OF    PUBLIC    WORKS. 


The  monthly  summary  for  1921  is  shown  in  Table  8.  The  outflow 
from  the  Kaweah  River  was  about  equal  to  the  flow  at  Three  Rivers  in 
excess  of  1800  second-feet  in  May  and  in  excess  of  2050  second-feet  in 
June. 

Gaging  stations  were  also  established  in  1921  for  the  measurement  of 
any  outflow  from  Elk  Bayou  and  Tule  River.  The  discharge  from  Elk 
Bayou  varied  from  a  very  small  amount  up  to  a  maximum  of  2  second- 
feet  during  the  period  January  12  to  August  1,  1921.  No  uncontrolled 
flood  waters  passed  the  station.  The  flow  at  the  gaging  station  disap- 
peared by  seepage  from  one  to  three  miles  below  the  station.  State- 
ments secured  from  those  adjacent  to  the  channel  indicate  that  no  flood 
flow  has  occurred  since  1917. 

The  water  leaving  the  Kaweah  Delta  as  surface  flow  represents  a 
portion  of  the  run-off  of  this  stream  not  now  diverted  and  consequently 
available  for  use  by  new  canals  except  as  subject  to  diversion  rights 
below  the  points  of  measurement.  The  run-off  of  these  streams  which 
does  not  reach  the  points  of  outflow  measurement  represents  some 
character  of  present  use.  The  amount  and  conditions  of  the  occurrence 
of  outflow  are  important  in  relation  to  possible  extensions  of  the  use  of 
these  streams  and  an  estimate  of  their  amount  in  years  other  than  those 
covered  by  direct  records  is  desirable.  Such  an  extension  has  been  made 
by  using  the  estimates  of  the  rates  of  How  at  Three  Rivers  which  will 
produce  outflow  in  the  different  months  as  obtained  from  the  years  for 
which  records  of  outflow  are  available  and  considering  that  any  flow 
at  Three  Rivers  in  excess  of  these  quantities  will  appear  at  outflow. 

A  comparison  of  the  daily  discharges  at  Three  Rivers  and  the  outflow 
in  1916,  1917,  1920  and  1921  as  previously  given  indicated  that  the 
outflow  to  be  expected  would  be  equal  to  the  total  flow  at  Three  Rivers 
in  excess  of  the  amounts  given  in  Table  9. 

TABLE  9. 
Estimated  Outflow  from  Kaweah  Delta. 


Months 


Outflow  to  be  expected  equals  the  daily 

discharge  of  Kaweah  River  at  Three 
Rivers  in  excess  of  the  following  amounts. 


When  previous 

When  previous 

month  has  had  a 

month  has  had  a 

discharge  above 

discharge  not 

normal. 

exceeding  the  normal, 

second-feet 

second-feet 

1,200 

450 

1.200 

800 

1,500 

1,600 

1.800 

1,900 

1,900 

1,800 

1,900 

900 

all  used 

January. 
February 
March. . 

April 

May 

June 

July.... 


The  schedule  given  in  Table  9  is  not  exact  and  was  not  exactly 
applied  as  floods  of  one  or  two  days  duration  were  not  considered  to 
result  in  outflow.  The  smaller  amount  retained  on  the  Kaweah  Delta 
after  continued  periods  of  above  average  run-off  is  to  be  expected, 
particularly  during  winter  and  spring  months  when  the  demands  for 
use  are  more  easily  satisfied. 


WATER    RESOURCES    OF    TULARE    COUNTY. 


39 


The  daily  discharges  at  Three  Rivers  were  examined  and  the  excesses 
above  the  amounts  given  in  Table  9  computed.  The  results  are  given 
in  Table  10.  The  average  for  the  18  year  period  is  72.000  acre-feet 
per  year.  For  the  same  period  the  mean  annual  discharge  at  Three 
Rivers  has  been  455,000  acre-feet  or  the  indicated  mean  annual  net  use 
of  water  on  the  Kaweah  Delta  has  been  383.000  acre-feet. 


TABLE  10. 
Estimated  Outflow  from  Kaweah  River  in  Years  for  which  Discharge  Record  is  Available  at  Three  Rivers. 


Season 

Total  discharge  at 

Three  Rivers, 

acre-feet 

Estimated  outflow 
total,  acre-feet 

1903-04     .          

373,000 
338.000 
1.090.000 
594.000 
253.000 
800.000 
410.000 
546.000 
207.000 
221,000 
486,000 
370,000 
762.000 
471.000 
230,000 
289,000 
372,000 
371.000 

28,000 

1904-05 

2.000 

1905-06 

550,000 

1906-07                       

80,000 

1907-08  

1908-09 

255.000 

1909-10..            

1910-11                           .   .   - 

56,000 

1911-12 

4,000 

1912-13.. 

1913-14 

33,000 

1914-15 

14.000 

1915-16 

234.000 

1916-17 

27,000 

1917-18 

1918-19 

1919-20 

9.000 

1920-21 

5,000 

Mean  for  period.  __   _   _       _   _     ..  .. 

455.000 

72,000 

The  character  of  the  occurrence  of  this  outflow  indicates  the  difficulty 
of  its  use  as  the  basis  of  a  regulated  irrigated  supply.  For  the  18  years 
of  record,  in  five  years  the  estimate  shows  no  outflow,  in  four  years  it 
was  less  than  10,000  acre-feet;  in  four  years  it  was  between  10.01)0  and 
50.000  acre-feet ;  and  in  the  five  remaining  years  it  was  56,000,  80,000, 
234,000,  255.000  and  550,000  acre-feet.  Of 'the  total  estimated  outflow 
for  the  full  18  year  period.  80  per  cent  occurred  in  the  three  years  of 
largest  run-off. 

Estimates  for  the  years  1889  to  1904  based  on  the  estimated  total 
discharge  for  those  years,  gave  an  estimated  mean  annual  outflow  for 
that  period  of  31,000  acre-feet.  As  previously  given  the  estimated  total 
annual  discharge  at  Three  Rivers  for  the  earlier  period  is  less  than  the 
measured  discharge  since  1903  and  the  outflow  would  also  be  less. 
For  the  full  32  year  period  the  estimated  mean  annual  outflow  would 
be  55,000  acre-feet. 

Outflow  from  the  Tule  River. 

The  records  of  water  reaching  Tulare  Lake  from  Tule  River  are  not 
as  complete  or  definite  as  those  for  Kaweah  River.  The  division  of  the 
flow  measured  in  the  lower  Tule  River  in  1916  between  its  estimated 
source  in  Elk  Bayou  or  Tule  River  has  been  given  in  Table  7.  The 
run-off  of  Tule  River  in  1920  and  1921  was  not  sufficient  to  cause  any 
measurable  outflow. 

On  the  basis  of  the  1916  data  it  has  been  assumed  that  the  Tule  Delta 
will  retain  40.000  acre-feet  of  total  run-off  in  the  first  winter  month  of 
large  discharge  and  20.000  acre  feet  in  the  second  winter  month  of  large 


40 


DEPARTMENT  OF  PUBLIC  WORKS. 


flow.  In  March,  following  a  winter  of  low  run-off  40,000  acre-feet 
should  be  retained  or  25,000  acre-feet  following  months  of  heavy  flow. 
In  April  and  May  all  discharge  up  to  50,000  acre-feet  .should  be 
retained.    No  outflow  after  May  is  to  be  expected. 

On  the  basis  of  the  above  generalizations  the  probable  amounts  of 
outflow  occurring  in  each  year  since  1890  were  estimated.  Outflow 
probably  occurred  in  11  years  in  the  32-year  period.  In  years  when  the 
total  run-off  of  Tule  River  is  less  than  100,000  acre-feet  no  surface 
outflow  in  appreciable  amounts  would  be  expected.  In  years  having 
discharges  between  100,000  acre-feet  and  the  mean  annual  discharge  of 
137,000  acre-feet  the  outflow  would  be  limited.  For  years  of  excess  dis- 
charge the  outflow  increases  rapidly  with  the  increase  in  total  run-off 
of  the  river. 

For  the  period  of  32  years  covered  the  estimated  outflows  are  as 
follows : 


Year 

Estimated 
outflow, 
acre -feet 

Year 

Estimated 
outflow, 
aere-feet 

1889-90                .    .-    ..    .- 

35,000  j 

5,000' 

188,000 

1910-11    

8,000 

1893-94 

1913-14    

18,000 

1905-06 

1914-15. . 

2,000 

1906-07 

25,000 
126,000 

5,000 

1915-16 

113,000 

1908-09 

1916-17 

7,000 

1909-10 

For  the  remaining  years  no  outflow  is  estimated  to  have  occurred. 
For  the  full  period  the  mean  annual  outflow  would  be  17,000  acre-feet. 
Of  the  total  estimated  outflow,  80  per  cent  occurred  in  three  years  out 
of  the  32  years.  The  wide  variations  in  the  amounts  and  the  irregular 
occurrence  of  such  outflows  from  Tule  River  indicates  the  difficulty  of 
utilizing  such  portions  of  the  Tule  River  run-off  as  the  basis  of  any 
regulated  dependable  water  supply. 

Deducting  the  estimated  mean  annual  outflow  of  17.000  acre-feet 
Prom  the  estimated  mean  annual  run-off  of  137,000  acre-feet  give  a  nel 
mean  annual  supply  of  120,000  acre-feel  from  Tulare  River  under  exist- 
ing conditions.  This  is  the  extent  of  the  average  annual  water  supply 
available  by  direct  diversion  or  by  pumping  for  the  maintenance  of  the 
irrigated  areas  dependent  on  Tule  River  run-off  for  their  water  supply. 


PART  II. 

UTILIZATION  OF  THE   RUN-OFF  OF   KAWEAH 

RIVER. 


WATER   RESOURCES    OF    TULARE    COUNTY.  43 

Chapter  III. 
PRESENT  UTILIZATION  OF  THE  RUN-OFF  OF 

KAWEAH  RIVER. 

Canal  Diversions  from  Kaweah  River. 

There  are  about  20  canals  now  diverting  from  Kaweah  River.  Of 
these,  four,  the  Marks  and  Rice,  Lemon  Cove,  Merryman  and  the 
Wutchumna  divert  a  hove  McKay  Point.  At  McKay  Point  the  flow  of 
the  river  is  divided  between  the  St.  Johns  and  Kaweah  rivers.  The 
areas  served  from  the  two  channels  are  not  distinct  as  some  canals 
diverting  from  the  St.  Johns  serve  land  lying  south  of  the  Keweah 
River  and  some  canals  receive  water  from  both  streams. 

There  are  now  in  effect  certain  court  decisions  under  which  the  rights 
of  the  different  ditches  have  been  decreed.  The  present  diversion  of  the 
flow  is  the  result  of  several  decisions  and  the  handling  of  the  diversions 
is  not  as  definite  as  that  practiced  on  many  streams.  There  is,  however, 
a  general  basis  on  which  the  flow  at  different  stages  and  seasons  is 
divided. 

Of  the  ditches  diverting  above  McKay  Point  all  except  the 
Wutchumna  divert  on  the  south  side  of  the  river.  The  Lemon  Cove 
canal  serves  an  area  of  citrus  groves  near  Lemon  Cove.  The  Merryman 
ditch  extends  to  the  vicinity  of  Exeter ;  much  of  the  land  served  also 
receives  additional  water  from  wells.  The  Wutchumna  ditch  serves 
areas  on  the  north  side  of  the  St.  Johns  River  near  Woodlake  and  along 
Cottonwood  Creek  and  also  has  a  branch  which  crosses  the  St.  Johns 
River  to  serve  scattered  areas  in  the  vicinity  of  Visalia. 

At  McKay  Point  a  concrete  division  wier  has  been  built  which 
controls  the  division  of  the  flow  between  the  St.  Johns  and  Kaweah 
rivers.  The  flow  is  divided  equally  between  the  two  channels  until, 
in  the  late  summer,  the  flow  falls  to  80  second-feet  when  the  entire 
flow  is  turned  down  the  Kaweah.  Later  in  the  season  when  the  flow 
has  increased  to  SO  second-feet  it  is  again  divided  equally. 

The  division  of  the  flow  in  the  two  channels  between  the  various 
ditches  varies  with  the  stage  of  the  stream.  A  general  schedule  is  fol- 
lowed under  which  the  different  ditches  divert.  The  Peoples  Consoli- 
dated Ditch  diverts  both  for  its  own  nse  and  also  for  conveyance  to 
the  Elk  Bayon  ditch  the  flow  to  which  the  latter  may  be  entitled. 

No  effort  has  been  made  to  determine  the  details  of  the  rights  or 
practices  governing  the  diversions  of  the  various  ditches.  All  available 
data  relating  to  actual  diversions  has  been  .studied.  The  purpose  of 
these  investigations  has  been  the  study  of  the  water  resources  and  the 
extent  to  which  their  use  may  be  feasible  rather  than  a  study  of  the 
particular  titles  that  may  have  been  acquired  to  any  portions  of  snch 
water  supplies.  No  detailed  attention  has  been  given  to  the  matters 
directly  at  issue  in  the  litigation  now  in  progress  between  the  lower 
ditches  and  the  Lindsay-Strathmore  Irrigation  District.  The  data  col- 
lected by  both  parties  to  this  litigation  relating  to  the  general  Kaweah 
River  Delta  has  been  made  available  and  has  been  of  great  value  in 
these  investigations.  Xo  study  of  the  effect  of  the  pumping  by  the 
Lindsav-Strathmore  District  on  the  flow  of  the  Kaweah  River  in  the 


44 


DEPARTMENT  OP  PUBLIC  WORKS. 


vicinity  of  the  area  pumped  has  been  made  as  the  controversy  was 
regarded  as  one  over  the  title  to  the  use  of  a  portion  of  the  available 
water  supplies  rather  than  one  involving  the  total  extent  of  such 
supplies. 


Plate  1IT,   Figure   A.     Diversion  Weir  of  Tulare  Irrigation  District. 


Plate  III,  Figure  B.     Gaging  Station  on  Jennings  Ditch. 


WATER   RESOURCES    OP    TULARE    COUNTY. 


45 


The  records  of  canal  diversions  available  cover- the  seasons  of  1917, 
1920  and  1921.  Both  parties  to  the  present  litigation  made  measure- 
ments of  the  diversions  during  a  portion  of  1917.  More  extensive 
measurements  have  been  made  by  'Sir.  II.  II.  Holley  for  the  plaintiffs 
during  1920  and  1921  the  results  of  which  have  been  math1  available. 
The  records  are  shown  in  Tables  11,  12  and  13. 

TABLE  11. 

Diversion  Records  of  Kaweah  River  Ditches  in  1917.     Mean  of  Records  of  Plaintiffs  and  Defendants  in  Suit  of  Tulare 
Irrigation  District  et  al.  vs.  Lindsay-Strathmore  Irrigation  District. 


Ditch 


Peoples  Consolidated 

Farmers 

Evans 

Fleming 

Persian 

Oakes 

Watson 

Tulare  Irrigation  Company  _ 
Tulare  Irrigation  District-.. 

Jennings 

Matthews 

Modoc 

Uphill 

Packwood 

Lakeside 


Totals. 


Plaintiffs'  record  of  river  at  McKay  Point- 
Cross  Creek  outflow 

Indicated    unmeasured    diversions   and 
channel  seepage 


April 


14.200 
5,400 
1,700 

600 
2,100 

600 

1,450 

3,250 

12,100 

700 
1,000 
2,700 
1,500 

900 
9,050 


57,250 
70,780 


13,530 


Total  acre-feet 


May 


18,750 
8,300 
1,850 
700 
2,850 
750 
1.500 
4,650 

25,800 
700 
1,200 
2,550 
1,100 
6,750 

12,100 


89,550 

92,910 
5,000 

—1,640 


June 


23.100 
8,100 
1,950 
600 
2,350 
650 
1.450 
3,700 

22,100 
700 
1,100 
2,400 
1,400 
8,400 

12,600 


90,600 

111,770 
21,930 

—760 


July 


8,350 
2,200 
1.250 

450 
1.600 

400 
1.100 
2,350 
2,300 

500 
1,150 
1,900 
1,100 

100 
3,300 


28,050 
28,940 


890 


Aug. 


2,500 
100 
450 
300 
400 
200 
750 


250 


4,950 
6,980 


2,030 


Total 


66,900 

24,100 

7,200 

2,650 

9,300 

2,600 

6,250 

13,950 

62,300 

2,600 

4,700 

9,550 

5,100 

16,150 

37,050 


270,400 

311,380 
26,930 

14,050 


46 


DEPARTMENT    OF    PUBLIC    WORKS. 


TABLE  12. 
Diversion  Records  for  Kaweah  River  Ditches  for  1920.     Records  of  H.  H.  Holley. 


Ditch 

Total  acre-feet  diverted 

Mar. 

April 

May 

June 

July 

Aug. 

Total 

Diversions  above  McKay  Point — 
Marks  and  Rice ._ 

*123 
*215 
*185 
3,550 

*238 
*415 
*535 
5,020 

*246 
*430 
*645 
5,900 

*238 
*415 
*685 
6,950 

*246 
*430 
*555 
2,960 

•246 

*430 

*545 

990 

1,337 

Lemon  Cove     

2,335 

Merryman. . 

1,350 

Wutchumna .. 

25,370 

Totals      

Diversions  below  McKay  Point — 
Peoples  Consolidated.  _ 

4,073 

8,450 

1,680 

1  180 

240 

130 

30 

1,170 

340 

1,200 

190 

1,010 

1,230 

210 

760 

1,450 

6,208 

10,760 
7,350 
1,290 

730 
1,150 

300 
1,300 
1,830 
4,100 
1,060 
1,200 
2,670 

970 
3,280 
9,670 
♦700 

7,221 

22,660 

10,310 

1,640 

760 

1,470 

820 

1,630 

3,660 

16,400 

1,400 

1,450 

2,930 

1,600 

2,520 

19,750 

*1,100 

8,288 

16,330 
7,320 
1,330 
580 
1,350 
540 
1.330 
3,400 

11,690 
1,400 
1,320 
2,200 
1,220 

4,191 

6,180 
190 

1,080 
450 
320 
340 

1,080 
420 

2,211 

1,310 

90 

20 

10 

90 

32,192 
65  690 

Farmers 

26  850 

Evans..  _ 

6,610 
2  780 

Fleming 

Persian.  _. 

4  420 

Oakes 

2  040 

Watson 

6  600 

Tulare  Irrigation  Company 

9  650 

Tulare  Irrigation  District 

33  390 

Jennings _     

630 
850 
960 
400 

4,680 

Matthews __ 

5  830 

Modoc. __   ._ 

9  990 

Uphill 

4  400 

Packwood 

6,560 

Lakeside 

14,210 
*700 

480 

45,560 

Goshen 

2,500 

Totals 

19,270 

14,500 
33,770 

48,360 

18,420 
66,780 

90,100 

19,260 
109,360 

64,920 

13  030 
77,950 

13,380 

4,700 
18,080 

1,520 

1.850 
3,370 

237,550 

Indicated  unmeasured  diversions — 

Cross  Creek  outflow  and  river  channel  seepage  . . 
Kaweah  River  at  Three  Rivers 

71,760 
309  310 

•Estimated  from  incomplete  records. 


WATER    RESOURCES    OF    TULARE    COUNTY. 


47 


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48  DEPARTMENT    OP    PUBLIC    WORKS. 

The  records  of  both  parties  for  1917  were  based  on  staff  gage  readings 
and  current  meter  ratings.  The  records  for  1920  and  1921  are  based 
mainly  on  continuous  gage  height  records  of  automatic  registers.  As 
the  flow  of  the  Kaweah  River  fluctuates  materially  during  the  day  dur- 
ing the  summer  months  as  previously  discussed,  records  of  diversion 
based  on  continuous  gage  height  records  should  be  more  dependable 
than  those  based  on  one  or  two  daily  readings.  The  run-off  in  1917 
was  about  normal,  that  for  1920  and  1921  was  somewhat  below  normal. 
The  diversions  by  the  various  canals  will  vary  with  the  nature  and 
extent  of  the  flow  in  the  river  particularly  for  those  ditches  having 
later  rights.  The  schedule  under  winch  diversions  are  made  is  not 
sufficiently  definite  to  enable  the  diversions  of  the  different  ditches  in 
other  years  to  be  estimated  on  the  basis  of  the  flow  in  the  stream  and 
the  priority  of  each  ditch  and  no  estimates  for  other  years  have  been 
attempted. 

The  flow  of  Kaweah  River  at  McKay  Point  is  either  diverted  by 
canals,  percolates  from  the  river  channels  or  escapes  from  the  Kaweah 
Delta  through  Cross  Creek  or  other  outlet  channels.  The  records  for 
the  three  years  1917,  1920  and  1921  are  sufficient  to  enable  the  total 
canal  diversions  and  the  outflow  to  be  determined  with  fair  complete- 
ness. The  difference  between  the  sum  of  these  items  and  the  total 
supply  is  considered  to  represent  seepage  from  the  stream  channels. 

The  available  diversion  records  by  months  for  1917  are  summarized 
in  Table  11,  those  for  1920  in  Table  12  and  those  for  1921  in  Table  13. 
The  1917  records  do  not  indicate  any  large  amount  of  unaccounted  for 
flow.  The  difference  between  the  sum  of  the  measured  canal  diversions 
and  Cross  Creek  outflow  for  the  five  months  covered  by  the  records  is 
14,050  acre-feet  or  4.5  per  cent  of  the  total  flow  at  McKay  Point.  This 
smaller  percolation  in  1917  might  be  expected  as  the  year  previous  had 
been  one  of  large  run-off  and  the  ground  water  elevations  adjacent  to 
the  stream  channels  were  higher  in  1917  than  in  1920  or  1921.  The 
1917  diversions  records  are  also  probably  less  accurate  than  those  for 
1920  and  1921. 

The  1920  diversion  records  indicate  a  larger  channel  seepage  than 
those  for  1917.  If  the  outflow  of  Cross  Creek  for  1920  of  about  9000 
acre-feet  is  deducted,  the  remaining  unaccounted  for  flow  amounts  to 
20  per  cent  of  the  discharge  at  McKay  Point.  Any  difference  in  chan- 
nel seepage  that  may  have  been  caused  by  the  pumping  by  the  Lindsay- 
Strathmore  Irrigation  District  during  the  months  covered  by  the  canal 
diversion  records  would  be  included  in  the  above  unaccounted  for  flow. 

The  records  for  1920-1921  cover  the  full  run-off  year.  The  unac- 
counted for  flow  in  Table  13  is  about  59,000  acre-feet.  The  outflow 
through  Cross  Creek  for  this  period  was  5000  acre-feet  and  the  amount 
pumped  for  use  within  the  Lindsay-Strathmore  District  was  about 
13.500  acre-feet.  If  the  water  used  by  the  district  is  all  assumed  to 
have  come  from  the  flow  at  McKay  Point  during  the  period  of  record  the 
remaining  net  unaccounted  for  supply  becomes  40,500  acre-feet  or  12 
per  cent  of  the  total  at  McKay  Point, 

As  both  of  the  years  in  which  more  complete  diversion  records  are 
available  were  ones  of  similar  but  less  than  normal  run-off,  the  channel 
seepage  to  be  expected  in  years  of  excess  run-off  can  not  be  estimated 
on  the  basis  of  the  data  available.     It  is  probable  that  the  actual  amount 


WATER   RESOURCES    OF    TULARE    COUNTY. 


49 


of  such  channel  seepage  would  increase  with  an  increase  in  the  amount 
of  run-off  but  that  the  percentage  of  seepage  would  decrease.  The 
available  records  indicate  that  there  is  a  material  addition  to  the  ground 
water  from  such  channel  percolation.  As  the  records  were  secured  at 
the  points  of  diversion  of  the  St.  Johns  and  Kaweah  rivers  or  adjacent 
channels  only  the  seepage  from  such  channels  are  included  in  the  figures 
given. 

Maximum  Rate  of  Diversion  by  Canals  from  Kaweah  River. 

The  run-off  in  1920  and  1921  being  less  than  normal  the  total  diver- 
sions for  those  years  are  also  less  than  for  years  of  larger  run-off. 
Tliere  were  periods  in  the  irrigation  season  of  both  years,  however,  when 
water  was  passing  the  lowest  diversion.  At  such  times  it  may  be 
assumed  that  the  diversion  requirements  of  the  various  canals  were 
fully  satisfied.  The  conditions  of  total  discharge  under  which  outflow 
from  the  Kaweah  Delta  will  occur  have  previously  been  discussed  in 
detail. 

TABLE  14. 
Maximum  Rates  of  Diversion  by  Kaweah  River  Ditches. 


Ditch 

Maximum 
weekly 
average 

diversion 
in  1917, 

second-feet 

Maximum 

weekly 

average 

diversion 

in  1920, 

second-feet 

Maximum 
weekly 
average 

diversion 
in  1921, 

second-feet 

Ditches  diverting  above  McKay  Point — 
Marks  and  Rice2 

3 

7 

11 

117 

3 

Lemon  Cove-  _                                                                              _       __ 

7 

Merryman2 

11 

Wiitphumna- 

101 

Totals 

13S 

6 

4 

48 

517 

221 
30 
16 
37 
17 
30 
67 

391 
24 
31 
58 
31 
89 
25 

362 
'33 

122 

Ditches  diverting  below  McKay  Point— 
Hamilton' 

6 

4 

6 

Enlow1 

4 

Lindsav-Strathmore  Irrigation  District     _   ___   ..   

48 

Peoples  Consolidated.  .        _   

502 

172 
35 
11 
41 
14 
26 
67 

429 
12 
29 
43 
36 

163 
25 

282 
33 

362 

Farmers ______  

191 

Evans _  _  _ 

30 

Fleming ___     _   

15 

Persian __  _     __ 

73 

Oakes  _ 

12 

Watson__ __ 

30 

Tulare  Irrigation  Company 

71 

Tulare  Irrigation  District 

357 

Jennings.  _  

23 

Matthews 

26 

Modoc, __ 

55 

Uphill 

26 

Packwood 

139 

Goshen2 

25 

Lakeside _   _ _  ___ 

374 

Wutchumna-Barton  cut 

>33 

Totals 

1,930 

2,037 

1,900 

'N'o  direct  records;  figures  given  are  estimates. 
2Based  on  estimated  monthly  means. 

The  diversion  records  for  each  ditch  were  examined  and  the 
maximums  assembled  in  Table  11.  The  weekly  means  have  been  used 
rather  than  the  maximums  for  any  single  day.  The  total  discharge  of 
the  Lindsav-Strathmore  Irrigation  District  is  included  in  Table  14 
although  it  is  taken  from  ground  water  adjacent  to  the  stream  and  does 


-21044 


50  DEPARTMENT  OF  PUBLIC  WORKS. 

not  affect  the  flow  of  the  river  by  the  amount  pumped.  Table  14  indi- 
cates that  a  total  diversion  of  about  1950  second-feet  below  McKay 
Point  and  2080  second-feet  below  Three  Rivers  will  meet  the  simul- 
taneous maximum  rates  of  diversion  by  these  ditches.  As  all  ditches 
will  not  actually  be  diverting  at  their  maximum  rate  simultaneously 
somewhat  smaller  total  diversions  at  any  time  will  meet  the  total 
diversion  needs.  The  previous  discussion  of  outflow  shows  that  a  dis- 
charge of  over  1900  second-feet  at  Three  Rivers,  if  maintained,  will 
result  in  outflow  from  the  Kaweah  Delta  indicating  that  this  rate  of 
flow  supplies  the  normal  diversions  plus  the  channel  seepage. 

Areas  Irrigated  by  Kaweah  River  Ditches. 

Various  classifications  of  the  lands  irrigated  by  the  different  ditches 
diverting  from  the  Kaweah  River  have  been  made  by  the  parties  to  the 
litigation  over  the  pumping  by  the  Lindsay-Strathmore  Irrigation  Dis- 
trict. These  classifications  have  resulted  in  a  stipulation  between  the 
parties  regarding  the  areas  irrigated  under  several  of  the  ditches. 

No  attempt  was  made  in  connection  with  these  investigations  to 
canvass  in  the  field  the  areas  supplied  by  each  ditch.  Some  areas 
partially  served  by  ditches  were  included  in  the  areas  canvassed  for 
pumping.  The  various  classifications  made  by  the  parties  to  the  litiga- 
tion were  made  available  and  were  compared.  Where  material  differ- 
ences were  found  sufficient  investigations  were  made  to  enable  a 
conclusion  to  be  reached.  The  extent  of  the  areas  served  was  also 
checked  with  the  officers  of  the  different  ditches.  The  resulting  figures 
used  for  the  areas  served  agree  with  those  stipulated  for  the  ditches 
covered  by  the  stipulation  and  represent  the  results  of  the  data  collected 
in  this  investigation  as  to  the  other  ditches.  The  results  are  shown  in 
Table  15  and  on  Map  1. 


WATER   RESOURCES   OF    TULARE    COUNTY. 


51 


TABLE  15. 
Areas  Served  by  Ditches  Diverting  from  Kaweah  River. 


Area 

in  acres  of 

Ditch 

Alfalfa 

Orchard 
and 
vines 

Field 
crops 

Wild 
pasture 

Total 

Receiving 

supplemental 

water  by 

pumping 

Ditches  diverting  above  McKay  Point — 
Marks  and  Rice                                . 

129 
1.100 
1,680 
5.602 

129 
1,100 
1.680 
7,446 

1,680 

WntohiimnaS 

870 

814 

160 

4,253 

Totals 

870 
15 

8,511 

50 

160 

6 

9.370 

4.445 

250 

1,378 

814 

115 

300 

40 

160 

270 

1,140 

364 

10,355 

450 

1,600 

540 

29,370 

14.569 

5,637 

7,635 

5,933 

Ditches  diverting  below  McKay  Point — 
Hamilton 

Long's  Canal      

Enlow.. .     . . 

130 

Lindsay-Strathmore  Irrigation  District 

*Peoples  Consolidated .  _  _ 

4,088 
4,150 
2,850 

4,265 
776 

2,840 

1,771 
461 
297 

4,127 

*Elk  Bayou 

1,784 

*Farmers .             _         

3,594 

Evans1.     . 

*Fleming  -   ..       

372 

408 

84 

150 

1,014 

448 

Persian1  

*Oakes 

216 

237 

287 

282 

1,022 

63 

Watson1.. 

Evans-Persian- Watson1 

4,300 

1,588 

7,905 

300 

692 

2,000 

1,148 

1,469 

720 

11,000 

2.150 

942 

602 

100 

14 

84 

124 

536 

2 

340 

6,470 
279 

2,823 
230 
192 
850 
107 
916 
545 

6,360 

120 
475 
869 

30 

656 

494 

79 

600 

2,050 

13,040 
3,284 

12,199 
630 
928 
3,590 
1,873 
3,000 
1,867 

19,750 

2,538 

*Tnlare  Irrigation  Company. .   _ 

2,191 

*Tulare  Irrigation  District .          .  . 

2,771 

Jennings  ..     _  .  _  .     

26 

'Matthews 

280 

*Modoc   .     _     ._     _ 

611 

♦Uphill 

723 

*Packwood  . 

2,626 

*Goshen .  .  

Lakeside...  .  

609 
3,668 

Totals 

42,943 

21,198 

27,514 

10.108 

101,728 

25.859 

'Ditches  for  which  areas  given  have  been  agreed  upon  by  stipulation  between  parties  to  the  pending  litigation. 
•Area  of  Watson,  Persian  and  Evans  ditches  combined. 
2Area  irrigated  in  1920;  gross  area  in  district  about  15,000  acres. 

3Lands  served  by  Wutchumna  ditch  on  north  side  of  river  only.    About  23  p;r  cent  of  the  use  on  this  system  is  for 
variable  areas  on  the  south  side  of  the  river  for  which  data  is  not  available. 


52  DEPARTMENT   OF    PUBLIC   WORKS. 

The  area  supplied  by  ditches  diverting  from  the  Kaweah  River  is  not 
definite  as  it  varies  from  year  to  year  with  the  extent  of  the  run-off. 
Many  areas  use  ditch  water  when  available  supplemented  by  water 
pumped  from  wells  for  periods  when  the  ditch  supply  is  deficient.  The 
figures  given  in  Table  15  are  thought  to  represent,  as  closely  as  condi- 
tions will  permit  a  classification  to  be  made,  the  area  generally  served 
by  ditches  from  the  Kaweah  River.  The  actual  service  given  will  vary 
from  a  complete  supply  during  the  full  season  to  one  irrigation  in 
years  of  unfavorable  run-off.  Not  all  of  the  area  given  is  irrigated  in 
many  seasons. 

The  Peoples  Consolidated  Ditch  received  water  over  a  longer  season 
than  most  other  ditches  diverting  from  the  Kaweah  River.  The  ground 
water  is  higher  than  in  manj^  other  areas. 

The  Elk  Bayou  receives  its  water  by  diversion  through  the  Peoples 
Consolidated  Ditch.  The  area  covered  by  this  system  was  canvassed 
in  1920  for  pumping  use  and  data  also  collected  on  the  ditch  irrigation 
for  that  season.  The  canvass  gave  a  total  area  irrigated  by  ditches  in 
1920  of  4170  acres.  The  acreage  agreed  upon  in  the  stipulation  of  5637 
acres  represents  the  area  prepared  to  receive  ditch  irrigation  when  the 
water  supply  is  available. 

The  areas  irrigated  under  the  Watson,  Evans  and  Persian  ditches 
overlap  to  a  considerable  extent,  some  lands  receiving  water  from  more 
than  one  of  these  ditches.  The  areas  under  the  three  ditches  have  been 
combined  in  Table  15. 

The  acreage  irrigated  in  any  year  in  the  Tulare  Irrigation  District 
varies  more  widely  than  under  most  of  the  other  ditches  as  the  water 
rights  for  this  system  are  among  the  later  priorities  on  the  river.  An 
area  of  8540  acres  was  found  to  have  received  some  irrigation  from  the 
(anal  system  in  this  district  during  1920;  the  larger  part  of  this  area 
also  received  supplemental  pumping  supplies. 

Ground  water  conditions  affect  the  area  irrigated  from  the  Uphill 
and  Modoc  ditches,  the  ground  water  being  relatively  high  in  some  parts 
of  the  area  served. 

The  Paekwood  and  Goshen  ditches  receive  water  after  the  larger  part 
of  the  other  ditches  are  supplied  and  in  consequence  the  area  served  is 
more  variable  from  year  to  year.  Supplemental  pumping  is  also  used 
to  a  greater  extent  than  under  many  of  the  other  ditches. 

The  Lakeside  Ditch  serves  an  area  which  is  to  the  west  of  Cross  Creek 
and  is  considered  to  be  outside  of  the  area  of  the  Kaweah  Delta  which 
is  dependent  for  its  ground  water  supply  on  the  Kaweah  River.  The 
ground  water  conditions  in  the  area  supplied  by  the  Lakeside  Ditch  are 
the  result  of  its  own  diversions  and  of  the  use  of  Kings  River  waters 
on  adjacent  areas  rather  than  of  the  use  under  other  canals  diverting 
from  the  Kaweah  area.  The  Lakeside  Ditch  is  one  of  the  larger 
Kaweah  canals  and  receives  a  considerable  proportion  of  the  water 
diverted  from  the  Kaweah  River. 


WATER   RESOURCES    OF    TULARE    COUNTY. 


53 


Plate  IV,  Figure  A.     Waste  Gate  on  Lakeside  Canal  near  the  Diversion  from  Cross 

Creek. 


Plate  IV,  Figure  B.     Pasture   Irrigation    under   the    Lakeside   Canal. 


Duty  of  Water  Under  Ditches. 

The  data  previously  given  for  the  diversions  and  the  areas  irrigated 
for  the  various  ditches  is  assembled  in  Table  16  in  terms  of  the  rate  of 
use  of  water  per  acre  irrigated.  The  figures  g"ven  represent  diversions, 
the  amounts  delivered  to  the  farms  would  be  less  than  the  figures  given 
by  the  amount  of  the  conveyance  losses,  which  for  at  least  some  of  the 
ditches  may  be  relatively  high.     Of  the  years  shown  in  Table  16,  the 


54 


DEPARTMENT   OF   PUBLIC   WORKS. 


run-off  in  1917  was  slightly  above  normal.     The  years  1920  and  1921 
were  about  five-sixths  of  normal. 

The  figures  given  for  the  acre-feet  per  acre  diverted  are  not  a  con- 
sistent basis  for  the  comparison  of  the  practice  under  the  different 
ditches  as  the  acreages  used  are  in  some  cases  larger  than  the  areas 
actually  supplied  in  these  years.  The  flow  of  the  Kaweah  River 
becomes  so  small  by  August  that  only  a  limited  area  can  receive  a 
supply  equal  to  their  normal  needs  in  the  later  part  of  the  season. 

TABLE  16. 
Diversions  in  Acre-feet  per  Acre  of  Ditches  Diverting  from  Kaweah  River. 


Ditch 

Area 
supplied 
by  ditch, 

acres 

Average  acre-feet  per  acre  supplied, 
diverted  during  season  of — 

Apr.  to 
Aug.,  1917 

Mar.  to 
Aug  ,  1920 

Oct.  1920  to 
Sept.,  1921 

Ditches  diverting  above  McKay  Point — 

1,100 

•  1,680 

7,446 

9.370 

14,569 
5,637 
7,365 

13,040 
1.014 
1,022 
3,284 

12,199 
630 
928 
3  590 
1,873 
3,000 
1.867 

19,750 

2.1 
1.9 
3.4 

1.6 

3.2 

3.6 
1.4 
2.7 
2.0 
2.9 
2.8 
7.4 
6.3 
2.8 
2.4 
2.2 
1.3 
2  3 

3  0 

2.7 

3.5 

Ditches  diverting  below  McKay  Point — 

15 

|        3.3 

3.3 
1.7 
2.6 
2.6 
4.3 
5.1 
4.1 
5.1 
2.7 
2.7 
5.5 

Elk  Bavou                                                              

3.3 

2.7 

Evans- Watson-Persian _  _            .   _ 

2.3 

Fleming           

3.5 

3.0 

Tulare  Irrigation  Company. .. 

3.9 

Tulare  Irrigation  District            -- 

2.8 

7.8 

6.1 

2.8 

Uphill                                       

2.9 

2.3 

1.6 

1.9 

2.8 

Mean                            _  - 

3.0 

2.7 

2.9 

Total  Irrigated  Areas  Dependent  on  Kaweah  River  for  Their  Water  Supply. 

The  areas  now  irrigated  which  are  dependent  on  the  Kaweah  River 
for  such  water  supply  as  they  may  receive  are  larger  than  the  areas 
served  by  ditches  diverting  from  the  river  due  to  the  additional  areas 
for  which  pumping  is  practiced.  The  extent  of  the  area  whose  under- 
ground water  supply  is  dependent  on  water  originating  in  the  Kaweah 
River  is  not  distinct  but  blends  into  adjacent  areas.  However,  for  the 
purposes  of  the  study  of  the  water  resources  and  their  use  it  is  essential 
to  delimit  the  area  considered  to  be  dependent  on  each  source  of  water 
supply.  This  has  been  done  as  outlined  on  Map  2.  The  determination 
of  the  limits  of  each  area  has  been  based  on  the  data  collected  regarding 
the  ground  water  and  its  use  as  discussed  in  detail  later. 

From  the  canvass  of  the  areas  served  entirely  by  each  pumping 
plant  made  in  these  investigations  and  the  data  on  use  under  ditches, 
the  total  irrigated  areas  dependent  on  Kaweah  River  as  given  in  Table 
17  were  determined.     The  location  of  the  areas  is  shown  on  Map  1. 

The  areas  given  in  Table  17  represent  the  lands  receiving  a  more  or 
less  complete  irrigation  supply  in  1920.     The  sum  of  the  figures  given 


WATER   RESOURCES    OF    TULARE    COUNTY. 


55 


for  areas  supplied  by  ditches  only  and  by  ditch  and  pump  are  less  than 
the  sum  of  the  figures  given  in  Table  15  for  each  ditch  as  the  data  used 
in  Table  17  is  based  on  the  lands  actually  receiving  canal  service  as 
determined  by  field  canvass  under  some  of  the  ditches  whereas  the  areas 
given  in  Table  15  for  these  ditches  are  larger  than  the  areas  actually 
supplied  in  1920.  The  general  areas  used  for  some  of  the  other  ditches 
are  probably  larger  than  the  areas  actually  supplied  in  1920.  For  the 
year  given  the  data  in  Table  17  is  considered  to  represent  fairly  closely 

TABLE  17. 

Summary  of  Areas  Irrigated  in  1920  Which  Are  Considered  to  be  Dependent  on  the  Run-off  of  Kaweah  River  for  Their 

Water  Supply. 


Crop — acres 

Character  of  water 
supply — area  in  acres 

Total 

Area 

Orchard 
and 
vines 

Alfalfa 

Corn 

Grain 

Miscel- 
laneous, 
including 
pasture 

By 
ditch 
only 

By 

ditch 

and 

pump 

By 
pump 
only 

area 

in 
acres 

Main  area  of  Kaweah   Delta 
covered  by  canals  diverting 
for  lands  below.  Venice  Hills  _ 

Areas  covered  by  canals  divert- 
ing for  lands  mainly  above 
Venice  Hills 

25,800 

16,800 

1,500 

6,400 

29,900 

800 

7,500 

700 

13,800 

300 

2,700 

100 

22,500 

600 

2,800 

11,300 

800 

1,400 

100 

47,000 
2,700 
*900 

18,900 
6,900 
*100 

37,400 

9,700 

14,900 

7,300 

103,300 
19,300 
15,900 

7,300 

Area  of  lower  Kaweah  Delta 
outside  of  areas  covered  by 
canals               

Area  west  of  Lindsay-Strath- 
more  Irrigation  District  to- 
ward   which   ground    water 
slopes    from    the    Kaweah 
Delta 

Total  of  above  areas 

Area    irrigated    by    Lakeside 
Diteh 

50,500 

300 

9,400 

38,900 
11,000 

16,900 
6,400 

25,900 

13,600 
2,100 

50,600 

16,100 

9,400 

25,900 
3,700 

69,300 

145,800 

19,800 

9,400 

Area    irrigated    by    Lindsay- 
Strathmore    Irrigation    Dis- 
trict  

Total 

60,200 

49,900 

23,30:1 

25,900 

15,700 

76,100 

29,600 

69,300 

175,000 

*Includes  area  east  of  Cross  Creek. 


the  total  cropped  area  receiving  irrigation  with  water  originating  in 
the  run-off  of  Kaweah  River.  The  supply  for  the  full  area  shown  was 
not  complete  as  some  lands  dependent  on  canal  irrigation  alone  receive 
deficient  service  during  the  latter  part  of  the  season.  The  data  relat- 
ing to  canal  areas  was  collected  in  1920,  that  relating  to  pumping  in 
1920  and  1921.  The  areas  are  later  used  as  representing  the  lands 
irrigated  in  1920  and  1921  as  the  increase  in  1921  was  relatively  small. 
For  purposes  of  study  of  the  relations  of  recharge  and  draft  on  the 
ground  water  of  the  Kaweah  Delta,  the  total  area  has  been  divided  into 
four  parts  as  shown  on  Map  2.  The  first  of  these  includes  all  of  the 
lands  served  by  canals  diverting  for  lands  lying  below  Venice  Hills. 
The  outer  boundaries  extend  beyond  the  areas  usually  served.  This 
area  includes  all  lands  which  can  be  expected  to  receive  canal  irrigation 
in  any  year  by  existing  ditches  and  includes  much  land  for  which  no 
canal  system  is  now  available.  About  55  per  cent  of  the  gross  area 
receives  irrigation  from  some  source  of  supply,  about  one-half  of  the 
area  irrigated  receiving  only  canal  service. 


56  DEPARTMENT  OP  PUBLIC  WORKS. 

The  second  area  includes  the  areas  covered  by  canals  diverting  mainly 
for  service  above  Venice  Hills.  It  extends  to  Exeter  on  the  south  side 
of  the  river  including  the  areas  above  the  Peoples  Ditch.  On  the  north 
side  of  the  river  it  covers  the  area  along  Cottonwood  Creek  served  by 
the  Wutchumna  Ditch  and  adjacent  lands. 

The  third  area  covers  those  lands  whose  ground  water  is  considered 
to  be  dependent  on  Kaweah  River  run-off  for  its  replenishment  but 
which  does  not  receive  any  direct  irrigation  by  canals.  This  division 
covers  the  area  extending  westerly  from  the  main  canal  area  to  Cross 
Creek  and  southerly  to  the  area  dependent  on  Tule  River. 

The  fourth  area  includes  the  part  of  lands  lying  between  the  main 
deltas  of  Kaweah  and  Tule  rivers  toward  which  the  ground  water  slopes 
from  the  Kaweah  Delta.  The  present  slopes  may  be  the  result  of  arti- 
ficial conditions  of  pumping  draft  as  well  as  of  natural  conditions. 
This  area  extends  easterly  to  the  Lindsay-Strathmore  Irrigation  District 
and  the  upper  canal  area  and  southerly  until  the  slope  toward  the  Tule 
Delta  is  reached. 

These  four  divisions  have  been  selected  mainly  for  convenience  in  the 
study  of  ground  water  conditions.  It  is  obvious  that  the  boundaries 
used  for  any  such  classification  can  not  be  exact  and  that  the  differences 
in  such  factors  as  canal  use,  pumping  draft  and  ground  water  fluctua- 
tions will  tend  to  blend  or  merge  along  the  boundaries  selected.  For 
convenience  the  boundaries  have  been  made  to  follow  section  lines  in 
most  instances.  The  areas  served  by  the  Lakeside  Ditch  and  the  Lind- 
say-Strathmore Irrigation  District  are  not  included.  Although  these 
two  systems  receive  Kaweah  River  water  they  are  considered  as  being 
outside  the  Kaweah  Delta  and  not  affected  by  general  ground  water 
movement  within  the  delta. 

The  area  supplied  by  the  Lakeside  Ditch  included  about  3700  acres 
which  received  supplemental  pumping.  There  is  also  some  supple- 
mental pumping  within  the  Lindsay-Strathmore  Irrigation  District  for 
which  no  direct  data  is  available  but  which  is  understood  to  have  been 
of  small  amount  in  1920. 

The  mean  annual  run-off  of  the  Kaweah  River  has  been  previously 
estimated  as  451,000  acre-feet  of  which  an  average  of  55,000  acre-feet 
passes  across  the  Kaweah  Delta  without  diversion  or  absorption,  leaving 
a  net  mean  annual  water  supply  of  396,000  acre-feet  for  the  irrigation 
of  lands  dependent  on  this  source  of  supply.  The  figures  given  in  Table 
17  indicate  that  there  is  now  developed  an  acre  of  irrigated  land  for 
every  2.3  acre-feet  of  mean  annual  available  water  supply  for  irrigation. 
Deducting  45,000  acre-feet  as  the  average  diversion  of  the  Lakeside 
Ditch  and  15,000  acre-feet  for  the  diversion  of  the  Lindsay-Strathmore 
Irrigation  District  leaves  an  average  supply  of  336,000  acre-feet  for  the 
146,000  acres  now  supplied  on  the  Kaweah  Delta  or  an  average  of  2.3 
acre-feet  per  acre. 

Subirrigated  Areas. 

In  addition  to  the  areas  to  which  irrigation  is  applied  from  canals  or 
by  pumping  there  are  some  areas  on  which  there  is  moisture  drawn  from 
the  high  ground  water  by  capillary  action.  These  subirrigated  areas 
were  classified  by  the  Lindsay-Strathmore  Irrigation  District  in  1917. 
This   classification   has   been   adjusted   to   the   conditions   of   1920   by 


WATER   RESOURCES    OF    TULARE    COUNTY. 


57 


comparison  with  the  lowering  of  the  ground  water  from  1917  to  1920. 
Only  land  is  included  in  this  classification  which  has  not  been  included 
in  the  area  receiving  surface  irrigation.  There  are  areas  receiving  sur- 
face irrigation  in  which  the  ground  water  is  sufficiently  high  to  result  in 
loss  of  moisture  from  the  surface  by  direct  draft  by  plants  on  the 
ground  water. 

On  the  above  basis  it  is  estimated  that  in  1920  there  were  1500  acres 
of  cropped  land  and  1500  acres  of  pasture  subirrigated  under  ditches 
and  not  credited  as  surface  irrigated,  and  that  in  addition  there  were 
subirrigated  area's  along  stream  channels  and  not  under  any  ditch 
system  of  900  acres  of  crops  and  4600  acres  of  pastures  giving  a  total 
area  of  such  subirrigated  land  of  8500  acres.  Adding  this  area  to  the 
175,000  acres  surface  irrigated  gives  a  total  cropped  area  dependent  on 
the  Kaweah  River  of  183,500  acres  for  which  the  average  water  supply 
available  would  be  2.2  acre-feet  per  acre. 

Rate  of  Increase  In  Area  Irrigated  by  Kaweath  River  Run-off. 

The  figures  given  represent  the  areas  supplied  during  the  period 
covered  by  these  investigations.  There  are  no  complete  data  available 
on  the  rate  of  increase  in  the  area  supplied  in  past  seasons.  Such 
information  as  could  be  secured  is  given  in  the  following  discussion. 

The  reports  of  the  IT.  S.  Census  give  some  comparative  data.  The 
report  of  the  irrigation  census  for  Tulare  County  as  a  whole  is  as 
follows : 


Item 


Results  for 
year  1909 


Results  for 
year  1919 


Ratio  of 

results  for 

1919  to  those 

for  1909 


Area  irrigated,  acres 265,404 

Flowing  wells,  number 79 

Flowing  wells,  capacity  gallons  per  hour 35,513 

Pumped  wells,  number I  794 

Pumped  wells,  capacity  gallons  per  hour 237.420 

Pumping  plants,  number 739 

Pumping  plants,  capacity  gallons  per  hour 244,318 


398,662 

23 

7,173 

4,515 

1,776,335 

3,758 

2,331,179 


1.5 


5.8 
7.5 
5.1 
9.5 


While  this  data  covers  Tulare  County  as  a  whole  it  is  probable  that 
the  relative  increase  in  the  Kaweah  River  areas  is  similar  to  that  for 
the  whole  county. 

For  1919,  the  census  reports  for  the  Kaweah  River  area,  three  flowing 
wells,  2136  pumped  wells  with  a  capacity  of  842.000  gallons  per  minute, 
and  1734  pumping  plants  with  a  general  average  lift  of  41  feet.  Simi- 
lar data  segregated  by  streams  was  not  given  for  1909.  The  total 
capacity  of  the  pumped  wells  in  1919  is  1870  second-feet,  a  rate  of 
flow  exceeded  by  the  Kaweah  River  only  during  relatively  short  periods 
during  the  year  and  closely  equal  to  the  maximum  simultaneous  canal 
diversions  of  all  canals  diverting  from  the  Kaweah  River. 

These  figures  indicate  a  marked  decrease  in  flowing  wells  during  the 
ten-year  period  covered.  The  area  in  which  artesian  wells  may  be 
secured  is  now  much  smaller  than  formerly.  For  pumping  wells  the 
data  indicates  an  increase  of  over  500  per  cent  in  number  and  of  about 


58 


DEPARTMENT   OP   PUBLIC   WORKS. 


800  per  cent  in  capacity.  The  areas  supplied  by  pumping  plants  are 
not  given  separately  for  each  county.  It  would  appear  that  the  increase 
in  area  served  by  pumps  has  been  about  500  per  cent  from  1909  to  1919 
for  the  county  as  a  whole. 

Data  given  in  the  report  of  the  California  Conservation  Commission 
for  1912  gives  the  area  served  by  pumping  plants  in  Tulare  Countv  in 
1909  as  37,942  acres  and  in  1912  as  75,320  acres  or  an  increase  of "  100 
per  cent  in  this  three-year  period.  The  total  area  served  partly  or 
entirely  by  pumping  plants  in  the  parts  of  the  county  covered  in  these 
investigations  for  1921  is  159,200  acres.  This  figure  does  not  include 
areas  in  the  northern  part  of  the  county  supplied  from  Kings  River 
sources.  The  figures  are  not  available  on  which  to  base  an  estimate  of 
the  relative  rate  of  increase  in  the  different  parts  of  the  county  since 
1912.  On  the  basis  of  general  data,  however,  it  is  considered  that  the 
ratio  of  increase  on  the  Kaweah  area  has  been  at  least  as  great  as  for 
the  areas  in  the  southern  portion  of  the  county. 

In  the  canvass  of  pumping  plants  the  date  of  installation  was  secured. 
A  summary  of  the  relative  number  of  plants  for  various  years  follows. 
The  plants  canvassed  in  the  main  canal  area  did  not  include  those 
supplying  supplemental  pumping  to  lands  under  several  of  the  ditches 
and  the  data  for  this  area  is  less  complete  than  for  the  others. 

RELATIVE    NUMBER    OF    PUMPING    PLANTS    OPERATING    IN    DIFFERENT 
YEARS    IN    PER    CENT    OF   THE    NUMBER    OPERATING    IN    1921. 


Tear 

Area  along  foothills 

above  main  canal 

areas 

Within  main  canal 
area 

On  lower  portion  of 
Kaweah  Delta  out- 
side of  canal  area 

1921 

100 
93 
84 
82 

81 
78 
60 

100 
91 
76 
64 
57 
51 
15 

100 

1920 

97 

1919 

90 

1918 

85 

1917 

75 

1916. 

66 

1912 

30 

The  ratio  of  new  development  since  1912  has  been  smaller  in  the  area 
along  the  foothills  than  in  the  other  portions  of  the  delta.  The  increase 
in  the  last  three  years  has  been  largely  in  areas  north  of  the  river. 
The  figures  given  exclude  the  area  now  in  the  Lindsay-Strathmore 
Irrigation  District. 

For  the  outer  area  the  development  during  the  past  three  years  has 
been  less  rapid  than  during  the  preceding  years.  The  increase  in  the 
total  area  of  general  crops  from  1920  to  1921  was  relatively  small 
although  much  changing  of  crops  on  the  same  areas  occurred. 

The  conclusions  presented  in  the  proceding  table  are  in  general 
agreement  with  the  statements  of  pump  dealers  as  to  relative  number  of 
plants  installed  in  different  years. 

The  figures  given  have  been  used  in  estimating  the  pumping  draft  in 
years  prior  to  1921. 


WATER   RESOURCES   OP   TULARE    COUNTY.  59 


Chapter  IV. 

USE  OF  GROUND  WATER  IN  AREA  DEPENDENT  ON 
KAWEAH  RIVER  RUN-OFF. 

INTRODUCTION. 

The  study  of  the  use  of  ground  water  can  be  approached  in  the  same 
manner  as  a  study  of  the  use  by  surface  diversion.  The  supply  avail- 
able in  the  case  of  ground  water  is  the  sum  of  the  various  elements 
which  contribute  to  the  replenishment  of  the  ground  water.  The  draft 
by  pumping  corresponds  to  the  diversion  by  canals  of  the  surface  flow. 
The  accumulated  ground  water  supply  is  comparable  to  storage ;  if  the 
draft  exceeds  the  incoming  supply  a  decrease  in  the  storage  will  result 
and  the  ground  water  will  fall.  A  refilling  of  the  ground  water  storage 
can  only  occur  when  the  replenishment  exceeds  the  draft.  It  is  obvious 
that  over  a  period  of  years  the  total  inflow  must  equal  the  sum  of  the 
elements  of  outflow  if  the  ground  water  levels  are  to  be  maintained. 

The  separate  elements  involved  in  a  ground  water  study  are  more 
difficult  to  measure  due  to  their  inaccessibility  but  the  principles  of 
supply  and  use  do  not  differ  from  those  involved  in  surface  irrigation 
by  canals.  The  study  of  the  use  of  ground  water  on  the  Kaweah  River 
area  has  been  approached  by  considering  the  elements  of  replenishment, 
the  extent  of  the  use  or  draft  by  pumping,  the  probability  of  escape  of 
ground  water  by  general  outward  movement  and  the  resulting  balance 
of  use  and  replenishment  as  indicated  by  the  rise  or  fall  of  the  ground 
water. 

It  is  not  possible  to  measure  the  elements  of  inflow  to  the  ground 
water  on  the  Kaweah  Delta.  The  records  of  run-off  furnish  an  ade- 
quate basis  for  estimating  the  total  mean  annual  water  supply  but  the 
proportion  of  this  which  reaches  the  ground  water  can  not  be  deter- 
mined by  direct  measurement.  Seepage  from  river  channels  and  from 
canals  can  be  considered  as  practically  all  reaching  the  water  table. 
Measurements  of  canal  seepage  can  also  be  made.  Total  losses  from 
irrigation  due  to  deep  percolation  can  only  be  approximated  at  best. 

The  elements  of  draft  also  can  not  be  definitely  measured.  The 
pumping  plants  were  canvassed  and  data  on  the  amount  of  water 
pumped  obtained.  Such  records  while  probably  fairly  dependable  as  a 
whole  are  not  accurate  as  to  details  and  can  not  be  made  so  without  an 
extent  of  measurement  of  the  discharge  of  each  plant  which  is  beyond 
the  scope  of  practical  investigation. 

Fairly  complete  records  of  the  fluctations  of  the  ground  water  on  the 
Kaweah  Delta  are  available  since  early  in  1917.  These  records  cover 
all  of  the  delta  except  the  westerly  portions  lying  beyond  the  areas 
served  by  canals.  The  more  complete  records  are  those  of  the  Lindsay- 
Strathmore  Irrigation  District  which  have  been  made  available  for  use 
in  these  investigations.  In  order  to  cover  the  full  area  considered  to  be 
dependent  on  the  Kaweah  River  for  such  ground  water  supplies  as  it 
might  receive  additional  observations  have  been  made  since  July,  1920, 
covering  the  area  as  far  westerly  as  Cross  Creek.     Additional  records 


60  DEPARTMENT    OF   PUBLIC   WORKS. 

within  the  area  of  the  Corcoran  Irrigation  District  were  also  secured 
through  the  cooperation  of  this  district.  Sufficient  records  were 
obtained  westerly  from  Cross  Creek  and  northward  to  the  Kings  River 
ridge  to  determine  the  direction  of  slope  of  the  ground  water  in  these 
areas.  Data  relating  to  the  ground  water  south  and  west  of  Hanford 
was  made  available  by  Mr.  Max  Enderlein.  civil  engineer  of  Hanford. 

Elements  of  Inflow  or  Recharge  of  Ground  Water. 

The  records  of  canal  diversions  in  1917  (Table  11)  account  for 
practically  the  entire  river  flow  during  the  summer  months.  Similar 
records  more  carefully  taken  in  1020  and  1921  (Tables  12  and  13)  indi- 
cate a  channel  seepage  of  about  15  per  cent  of  the  run-off.  In  years  of 
larger  total  run-off  the  percentage  of  seepage  from  stream  channels  and 
overflowed  areas  will  vary  with  the  conditions  of  run-off. 

Evidence  was  presented  in  the  trial  of  the  Tulare  District  ct  al.  vs. 
Lindsay  Sir athmore  Irrigation  District  during  1917  on  the  number  of 
irrigations  usually  given  to  lands  supplied  by  the  ditches.  This  data, 
taken  in  connection  with  the  average  diversions  per  acre  indicate  that 
the  average  amount  of  water  applied  at  each  irrigation  from  the  canals 
may  be  as  large  as  one  acre-foot  per  acre.  Such  rates  of  use  will  result 
in  percolation  losses  which  will  reach  the  ground  water.  That  such 
losses  occur  and  that  they  may  materially  affect  ground  water  levels  is 
indicated  by  the  rise  of  wells  in  the  vicinity  of  irrigated  areas  during 
the  period  of  irrigation. 

Estimated  Draft  on  Ground  Water. 

The  pumping  on  the  area  supplied  from  Kaweah  River  was  canvassed 
to  secure  data  on  the  amount  of  draft  on  the  ground  water.  It  is  not 
feasible  to  secure  an  accurate  measurement  of  such  draft  due  to  the 
large  number  of  plants  operating.  An  accurate  measurement  of  the 
total  amounts  pumped  would  not  give  the  net  draft  on  the  ground  water 
as  a  portion  of  the  pumped  water,  where  the  use  is  excessive,  will 
return  to  the  ground  water  by  percolation. 

The  areas  of  each  crop  irrigated  by  pumping,  the  number  of  irriga- 
tions given  and  the  average  depth  of  each  application  were  used  as  one 
basis  of  estimating  the  total  draft.  The  periods  of  operation,  the  power 
consumption,  the  efficiency  of  the  plant  and  the  lift  were  also  used  as 
a  basis  of  estimate.  The  efficiency  of  a  number  of  plants  was  tested 
to  furnish  an  average  efficiency  for  the  different  types  of  plants  used. 
From  all  of  the  data  obtained  estimates  of  the  average  use  for  the  dif- 
ferent crops  in  the  different  parts  of  the  area  were  made  which  were 
applied  to  the  areas  of  each  crop. 

Where  both  ditch  and  pumping  supplies  are  used  on  any  area  the 
proportion  of  the  supply  secured  by  pumping  was  estimated  based  on 
the  number  of  irrigations  given  from  each  supply  and  the  general  char- 
acter of  the  water  supply  and  service  under  each  ditch. 

The  areas  outside  of  the  main  canal  areas  were  canvassed  directly  for 
the  purposes  of  these  investigations.  The  areas  of  supplemental  pump- 
ing for  lands  served  by  canals  were  secured  largely  from  the  results  of 
the  investigations  of  the  Lindsay-Strathmore  Irrigation  District. 

Tests  of  53  centrifugal  pumping  plants  resulted  in  an  average  over 
all  efficiency  for  the  plants  of  38.6  per  cent  which  is  ecpiivalent  to  a 


WATER   RESOURCES    OP    TULARE    COUNTY. 


61 


power  consumption  of  2.66  kilowatt  hours  per  acre-foot  of  water  lifted 
one  foot  in  height.  The  plants  tested  were  using  centrifugal  pumps 
varying  in  size  from  two  inches  to  eight  inches,  the  larger  proportion 
being  from  three  to  five  inches.  The  efficiency  tended  to  vary  somewhat 
with  the  size  increasing  with  the  larger  plants.  This  tendency  was 
irregular  and  not  large  in  amount  and  the  average  efficiency  given  was 
used  for  plants  of  this  type. 

The  irrigation  practice  under  pumping  plants  was  found  to  vary  for 
the  different  portions  of  the  area  and  for  the  different  crops. 


Plate  V,  Figure  A.     Cross  Furrow  Irriga- 
tion  of  Orchards  Near  Visalia. 

Alfalfa  is  irrigated  in  border  checks  40  to  60  feet  in  width  and  300 
to  1200  feet  in  length,  the  larger  checks  being  used  on  the  heavier  soils. 
The  practice  varies  from  five  irrigations  per  season  of  an  average  depth 
of  about  0.7  feet  on  the  more  retentive  soils  to  12  iirigations  of  an 
average  depth  of  about  0.3  feet  on  the  heavier  soils.  The  results  for 
53  farms  serving  a  total  area  of  alfalfa  of  4080  acres  for  which  data  on 
the  water  used  was  obtained  gave  an  average  amount  pumped  of 
3.4  acre-feet  per  acre.  The  usual  season  extends  from  March  to 
September,  inclusive. 


62 


DEPARTMENT    OP    PUBLIC   WORKS. 


Plate  V,   Figure  B. 


Pumping  Plant  and  Concrete  Pipe  Distribution  System  for 
Orchard  near  Exeter. 


Corn,  such  as  Egyptian  or  milo  maize,  is  grown  as  an  independent 
crop  and  also  following  grain.  It  is  given  from  one  to  four  irrigations, 
the  average  being  three.  The  average  use  on  17  areas  totaling  545 
acres  was  found  to  be  1.25  acre-feet  per  acre. 

The  practice  regarding  the  irrigation  of  grain  varies  with  the  pre- 
cipitation for  each  season.  Usually  an  irrigation  is  given  in  the  Fall 
before  seeding  with  an  additional  irrigation  in  the  Spring.  With  a 
large  rainfall  at  either  season  one  or  both  of  these  irrigations  may  be 
omitted.  The  average  is  probably  one  irrigation  per  season.  On  seven 
areas  totaling  516  acres  given  one  irrigation  the  average  amount 
pumped  was  0.7  acre-feet  per  acre. 

Cotton  and  rice  were  grown  to  some  extent  in  1920;  the  acreage  in 
these  crops  in  1921  was  materially  reduced.  For  cotton  an  average  of 
about  four  irrigations  of  0.5  acre-feet  per  acre  was  typical.  The  use 
for  the  small  area  in  rice  was  relatively  large ;  no  direct  data  on  the 
amount  used  was  obtained. 

For  orchards  and  vines  the  usual  practice  in  the  central  and  western 
portions  of  the  Kaweah  Delta  is  to  irrigate  from  one  to  five  times,  the 
larger  number  of  applications  being  given  to  the  younger  trees  and 
vines.  Three  irrigations,  extending  from  April  to  September,  would 
be  typical  of  the  average  practice.  Data  on  twenty  orchards  and 
vineyards,  totaling  1061  acres,  indicated  an  average  depth  of  pumping 
of  2.15  acre-feet  per  acre  in  this  area. 

For  the  citrus  plantings  on  the  higher  lands  lying  in  the  vicinity  of 
Exeter  and  Lindsay  and  also  on  the  north  side  of  the  river,  where  the 
heavier  soils  underlain  by  hardpan  occur,  more  frequent  irrigations 
are  required  as  only  a  limited  amount  of  water  can  be  made  to  enter 
the  soil  at  each  application.  Usual  practice  would  be  represented  by 
an  irrigation  each  month  for  six  to  eight  months  with  an  average  of 


WATER   RESOURCES    OF    TULARE    COUNTY.  63 

seven  irrigations.  The  season  of  irrigation  varies  somewhat  with  the 
varieties  grown;  some  winter  irrigation  of  Valencias  may  be  practiced 
if  the  rainfall  is  deficient.  March  to  October,  inclusive,  would  repre- 
sent the  general  season  of  use,  however.  Data  on  38  areas  in  citrus 
crops,  covering  1400  acres,  gave  an  average  use  of  2.6  acre-feet  per 
acre.  The  delivery  for  similar  crops  on  similar  soils  within  the 
Lindsay-Strathmore  Irrigation  District  has  averaged  about  1.6  acre-feet 
per  acre.  It  appears  that  those  owners  having  pumping  plants  from 
which  larger  supplies  may  be  secured  are  actually  applying  to  their 
orchards  about  2.5  acre-feet  per  acre. 

The  figures  given  represent  the  estimated  total  draft  on  the  ground 
water  for  the  different  crops.  When  pumped,  such  water  is  subject  to 
loss  by  seepage  in  farm  ditches  and  by  percolation  through  the  soil  in 
irrigating.  As  the  average  care  in  handling  water  under  the  pumping 
plants  is  better  than  that  used  in  general  irrigation  from  the  ditches 
diverting  from  the  river  with  a  smaller  average  depth  applied  at  each 
irrigation  the  return  to  the  ground  water  from  pumping  should  be 
relatively  less  than  the  losses  from  ditch  irrigation.  For  the  higher 
areas  of  heavier  soil  very  little  return  to  the  ground  water  is  probable. 
For  much  of  the  deciduous  orchards  and  vineyards  cement  pipe  is 
used  for  distribution  with  a  resulting  reduction  in  conveyance  losses. 

It  is  not  feasible  to  estimate  definitely  the  proportion  of  the  total 
draft  which  may  return  to  the  ground  water.  Under  average  condi- 
tions of  the  use  of  pumped  water  a  relatively  small  return  would  be 
expected  but  such  average  use  includes  areas  on  which  the  use  is  exces- 
sive and  from  which  losses  will  occur.  The  drafts,  as  estimated  for 
each  crop  and  area,  have  been  reduced  by  10  per  cent  for  the  upper 
areas,  20  per  cent  for  the  pumping  within  the  main  canal  served  areas 
and  15  per  cent  for  the  outer  areas  to  give  the  estimated  net  draft. 
These  reductions  are  arbitrary  and,  while  possibly  fairly  representative 
of  average  conditions,  will  vary  materially  in  individual  cases.  They 
are  considered  to  include  both  percolation  losses  and  any  over  estimate 
of  the  gross  draft. 

The  summary  of  the  estimated  total  net  draft  is  shown  in  Table  18. 
The  figures  given  show  an  estimated  total  net  pumping  draft  for  1921 
of  162,000  acre-feet  which  was  equal  to  14  per  cent  of  the  run-off  of 
that  year  and  41  per  cent  of  the  mean  annual  available  run-off.  The 
average  draft  per  acre  irrigated  is  smallest  in  those  areas  where  pump- 
ing is  used  to  supplement  canal  use.  The  pumping  by  the  Lindsay- 
Strathmore  Irrigation  District  and  by  small  plants  within  the  area 
served  bv  the  Lakeside  Ditch  are  not  included  in  the  figures  shown  in 
Table  18. 

The  relatively  heavy  draft  per  acre  of  gross  area  in  the  area  west  of 
the  Lindsay-Strathmore  Irrigation  District  is  noticeable  in  comparison 
with  the  draft  in  the  other  areas. 

Possible  Sources  of  Loss  from  Kaweah  Delta  Ground  Water  Storage. 

The  efficiency  of  the  Kaweah  Delta  as  a  reservoir  for  the  storage  of 
ground  water  depends,  like  any  other  reservoir  either  surface  or  under- 


64 


DEPARTMENT    OP    PUBLIC    WORKS. 


TABLE  18. 

Total  Estimated  Pumping  Draft  from  Ground  Water  by  Small  Pumping  Plants  in  Areas  Dependent  on  Kaweah  River 

for  their  Ground  Water  Supply. 


Acres  irrigated 

Total 

estimated 

net  draft 

from 

ground 

water, 

acre-feet 

Gross 

area 

in 

acres 

Average 
draft  in 
acre-feet 
per  acre 
irrigated 

Average 
draft  in 

Area 

By 

ditch  and 
pump 

By 
pump 
only 

acre-feet 
per  acre  of 
gross  area 

Main  area  of  Kaweah  Delta  covered  by  canals 
diverting  for  lands  below  Venice  Hills 

Area  covered  by  canals  diverting  mainly  for 
lands  above  Venice  Hills 

Area  of  lower  Kaweah  Delta  outside  of  areas 
covered  by  canals . 

18,900 

6,900 

100 

37,400 

9,700 

14,900 

7,300 

85,000 
27,000 
31,000 

19,000 

190,000 
60,000 
95,000 

20,000 

1.5 
1.6 
2.1 

2.6 

0.45 
0.45 
0.30 

Area   west  of  Lindsay-Strathmore   Irrigation 
District   toward   which   the   ground   water 
slopes  from  the  Kaweah  Delta.  - 

0.85 

Totals..               

25,900 

69,300 

162,000 

365,000 

1.7 

0.45 

ground,  on  its  water  tightness.  If  it  is  a  closed  basin  in  which  ground 
water  may  be  retained  until  withdrawn  by  pumping,  such  ground  water 
storage  may  represent  the  most  effective  and  economical  means  of 
utilizing  the  available  water  supply.  If  it  consists  of  a  sloping  body 
of  water  moving  steadily,  even  if  slowly,  toward  some  underground 
outlet  it  can  not  be  expected  to  be  efficient  in  retaining  the  run-off  of 
years  of  more  than  normal  supply  for  use  in  following  seasons  of 
deficient  How.  An  effort  has  been  made  to  investigate,  as  thoroughly 
as  the  scope  of  these  investigations  has  permitted,  tbe  conditions 
relating  to  the  water  tightness  of  the  Kaweah  Delta. 

The  general  direction  and  rate  of  slope  of  the  ground  water  is  shown 
by  the  ground  water  contours  on  Map  2.  The  ground  water  movement 
is,  like  other  flow,  in  the  direction  of  the  greatest  slope  which  is  at  right 
angles  to  tbe  direction  of  the  contours.  The  general  direction  of  the 
slope  on  the  Kaweah  Delta  is  toward  the  southwest.  The  change  in 
direction  of  the  contours  north  of  Cottonwood  Creek  as  the  area  served 
by  Kings  River  is  reached  indicates  the  division  of  the  areas  dependent 
on  Kaweah  and  Kings  rivers.  The  contours  west  of  Cross  Creek  show 
that  the  ground  water  slopes  nearly  south  in  this  area  with  the  con- 
tours following  the  general  direction  of  the  margin  of  Tulare  Lake, 
indicating  both  a  direction  of  movement  toward  Tulare  Lake  instead 
of  to  the  north  and  across  the  lower  Kings  River  Delta  and  a  source 
of  supply  from  Kings  River  rather  than  from  Kaweah  River. 

On  Map  2  are  also  shown  portions  of  the  contours  representing 
deeper  wells  which  in  some  instances  formerly  were  artesian  or  flowing. 
The  water  rises  in  such  deeper  wells  to  elevations  about  10  feet  higher 
than  that  in  adjacent  shallow  wells,  indicating  that  the  amount  of 
pressure  in  the  deeper  wells  is  in  excess  of  that  in  the  shallow  wells. 
The  direction  of  slope  of  the  deeper  ground  water  closely  parallels  that 
of  the  shallow  wells  indicating  that  any  movement  in  such  deeper  strata 
will  also  be  toward  the  southwest  rather  than  toward  the  northwest 
along  the  main  San  Joaquin  Valley  trough. 


WATER   RESOURCES   OF   TULARE    COUNTY.  65 

Ground  Water  Conditions  Along  Kings  River  Ridge. 

In  addition  readings  were  secured  on  deeper  wells  north  of  the  Kings 
River  Ridge.  In  the  vicinity  of  Riverdale  the  ground  water  elevations 
were  found  to  vary  from  about  215  to  230  feet  with  an  increase  in 
elevation  toward  the  east  along  the  Kings  River  Ridge.  Surface  water 
on  the  Kings  River  Ridge,  near  Ilardwick.  has  an  elevation  of  about 
240  feet;  no  deeper  wells  were  found  in  this  vicinity.  The  water  in 
the  deeper  wells  in  the  Kaweah  Delta  vary  in  elevation  from  about  250 
feet  near  Tulare  to  about  200  feet  near  Corcoran,  with  the  slope 
definitely  to  the  southwest.  The  deeper  wells  north  of  the  Kings  River 
Ridge  appear  to  obtain  their  supply  and  pressure  from  sources  of  loss 
along  the  Kings  River  and  to  have  a  direction  of  slope  similar  to  that 
of  the  surface  waters  which  is  both  to  the  north  and  to  the  south  away 
from  the  ridge.  The  elevation  of  the  water  in  the  deeper  wells  along 
Fresno  Slough  is  such  that  but  little,  if  any,  fall  would  be  available  to 
cause  movement  from  the  deeper  strata  on  the  westerly  portions  of  the 
Kaweah  Delta  even  if  continuous  strata  existed  under  the  Kings  River 
Ridge  through  which  such  movement  might  take  place.  The  conclusion 
appears  to  be  warranted  that  the  Kings  River  Ridge  is  a  barrier  to  the 
movement  northward  of  any  ground  waters  originating  on  the  Kaweah 
Delta  and  also  probably  for  ground  waters  originating  from  any  areas 
south  of  Kings  River. 

If  any  ground  water  movement  occurred  outward  from  the  Kaweah 
Delta  such  water  would  eventually  have  to  reach  an  outlet.  If  such 
movement  is  toward  the  basin  of  Tulare  Lake  and  does  not  escape 
northward  it  would  have  to  appear  within  the  basin.  Tulare  Lake  is 
considered  to  be  a  sealed  area,  its  lowering  when  no  inflow  occurs  is 
at  a  rate  represented  by  evaporation  from  its  surface,  its  becoming  dry 
indicates  lack  of  seepage  inflow.  While  water  from  Kaweah  Delta 
may  reach  the  deeper  strata  under  Tulare  Lake,  it  is  considered  that 
it  is  held  there  without  natural  outlet  and  accumulates  pressure  until 
natural  relief  is  obtained  through  the  filling  of  areas  on  the  delta  so 
that  surface  losses  occur  or  until  artificial  relief  through  wells  is 
secured. 

Ground  Water  Fluctuations  on  Kaweah  Delta  During  Winter  Months. 

During  the  summer  months  the  fluctuations  of  the  wells  represent 
the  combined  effect  of  inflow,  draft  and  possible  outflow  so  that  the 
effect  of  any  one  factor  can  not  be  distinguished.  During  the  winter 
months,  however,  both  inflow  and  draft  are  at  a  minimum  and  the  effect 
of  any  outflow  may  be  more  definitely  observed.  During  the  years 
covered  by  the  well  records  the  winter  run-off  has  been  generally 
smaller  than  normal  so  that  the  effect  of  any  natural  outflow  of  ground 
waters  should  be  more  readily  discernible. 

An  examination  of  the  well  records  indicated  that  the  downward 
trend,  due  to  late  summer  pumping,  ended  generally  by  November  1. 
Little  use  by  pumping  occurs  before  February  1.  The  well  records 
were  studied  and  the  fluctuations  for  each  season  from  November  1  to 
February  1  computed.  The  rise  or  fall  of  each  well  for  each  winter 
since  1917  was  plotted  at  the  location  of  the  well  and  the  average 

5—21044 


66 


DEPARTMENT   OP    PUBLIC    WORKS. 


fluctuations  for  each  area  determined.  The  resulting'  balancing  of  the 
amount  of  rise  and  fall,  together  with  the  stream  flow  and  rainfall,  are 
shown  in  Table  19.     Table  19  indicates  a  net  rise  for  the  area  as  a  whole 


TABLE  19. 

Summary  of  Changes  in  Ground  Water  from  November  1  to  February  1,  Expressed  in  Total  Equivalent  Soil  Volume 

in  Acre-feet  of  Rise  or  Fall. 


Area 


Main  area  of  Kaweah  Delta  covered  by  canals 
diverting  for  lands  above  and  below  Venice 
Hills . 

Area  of  lower  Kaweah  Delta  outside  of  areas 
covered  by  canals 

Area  west  of  Lindsay-Strathmore  Irrigation 
District  toward  which  ground  water  slopes 
from  the  Kaweah  Delta 


Total  _ 


Stream  flow,  Kaweah  River,  Nov.  1  to  Feb.  1. 
acre-feet 


Rainfall  at  Visalia,  Nov.  1  to  Feb.  1,  in  inches 


Nov.  1.  1917 

to 
Feb.  1,  1918 


—39,000 
2+20,000 

+62,000 


+43,000 

10,100 
0.49 


Nov.  1,  1918 

to 
Feb.  1,  1919 


1+15.000 
2+20,000 

+54,000 


+89,000 

23,800 
3.65 


Nov.  1,  1919 

to 
Feb.  1,  1920 


—23,000 
2+20,000 

+57,000 


+54,000 

17,900 
1.98 


Nov.  1,  1920 

to 
Feb.  1,  1921 


+83,000 
+26,000 

+69,000 


+178,000 

34,800 
4.66 


Nov.  1,  1921 

to 
Feb.  1,  1922 


+  74,000 


36,550 
6.39 


'Estimated;  well  records  incomplete  for  this  period. 
2Kstimated;  well  records  for  this  area  began  in  1920. 

during  each  winter  of  the  period  of  record.  The  conclusion  appears 
warranted  that  there  is  no  movement  of  ground  water  outward  from 
the  Kaweah  Delta  as  the  well  fluctuations  and  use  during  these  months 
will  account  for  the  inflow.  During  years  of  light  run-off  there  is  a 
lowering  of  the  ground  water  in  the  upper  portions  of  the  delta.  In 
both  years  covered  by  the  actual  records  there  was  a  rise  of  the  ground 
water  in  the  lower  delta.  The  ground  water  contours  indicate  a  total 
fall  of  about  100  feet  in  the  ground  water  elevation  from  the  vicinity 
of  Visalia  to  the  western  end  of  the  canal  served  area.  Under  the 
influence  of  this  slope  there  appears  to  be  a  movement  of  ground  water 
outward  from  the  upper  portions  of  the  Kaweah  Delta.  In  years  of 
small  winter  run-off  this  outward  movement  appears  to  exceed  the 
inflow  with  a  consequent  lowering  of  the  ground  water  in  the  upper 
delta.  In  years  of  greater  run-off  the  inflow  exceeds  the  outer  move- 
ment and  an  actual  rise  of  the  ground  water  occurs  during  the  winter 
months  in  the  upper  delta.  In  all  years  of  record  there  is  an  actual 
rise  in  the  outer  areas.  The  records  cover  four  seasons  for  the  area 
west  of  the  Lindsay-Strathmore  Irrigation  District.  Only  two  seasons 
records  are  available  for  the  westerly  outer  area ;  both  show  a  rise  of  the 
ground  water.  These  were  years  of  larger  winter  run-off  than  the 
three  preceding  winters.  There  was  less  rise  in  the  more  westerly  wells 
for  which  records  are  available  for  the  winter  of  1917-18  than  for 
1920-21.  Somewhat  less  movement  of  ground  water  outward  on  the 
delta  would  be  expected  in  1917-18  than  in  1920-21  as  the  ground  water 
on  the  upper  delta  was  lower  relative  to  that  on  the  outer  delta  with  a 
consecpient  flatter  slope  to  the  ground  water. 

The  data  shown  in  Table  19  have  also  been  plotted  in  Fig.  5.     A 
fairly    consistent    relationship    between    the    winter    run-off    and    the 


WATER    RESOURCES   OF    TULARE    COUNTY. 


67 


SOOOC. 


S    to 

r 


lb 


i    4O000 


30000 


2OOO0 


IOOOO 


-so  coo  O  so  ooo       /oo  ooo        /So  ooo        doo  ooo       aso  ooo 

Ctianqe    in     l/o/ume    of   Ground    Wafer  in  Acre- feet 
from  November  /    to  February   I . 

Fia.S.    ffe/aticn    of  f/uctuaficns     of  Ground  Wafer 

m  tfaweah    De/ta  to  f?un-off  during   the 

Wf/7fe/*    Months 

ground  water  fluctuations  in  the  main  portions  of  the  Kaweah  Delta  is 
shown.  A  winter  discharge  of  about  20,000  aere-feet  appears  to  be 
required  in  order  to  maintain  the  ground  water  during  the  three 
months  on  the  upper  delta.  This  discharge  would  not  all  reach  the 
.•ground  water  due  to  diversion  for  winter  irrigation.  There  would  also 
be  some  winter  draft  by  pumping  which  might  amount  to  8000  to  10,000 
acre-feet. 

The  rise  of  the  ground  water  in  the  area  west  of  the  Lindsay- 
Strathmore  Irrigation  District  appears  to  be  independent  of  the  winter 
flow  in  the  Kaweah  River.  Such  movement  occurs  under  the  general 
influence  of  the  ground  water  slope  from  the  adjacent  area  within  the 
areas  covered  by  canals  and  the  extent  of  variation  of  such  slope  in 
years  of  different  amounts  of  run-off  does  not  appear  to  materially  affect 
the  amount  of  such  movement. 

The  data  available  for  the  western  area  of  the  lower  Kaweah  Delta 
do  not  cover  a  sufficient  period  to  enable  a  similar  relation  to  be  plotted 
on  Fig.  5. 

The  rise  in  the  outer  area  during  the  winter  of  1921-22  was  greater 
than  during  the  winter  of  1920-21.  The  run-off  was  similar  in  the  two 
seasons.  The  rainfall  was  heavier  in  the  second  season  and  may  have 
resulted  in  some  direct  additions  to  the  ground  water  as  it  came  in 
well  concentrated  storms.  For  the  entire  Kaweah  area  the  total 
fluctuations  appear  to  vary  fairly  consistently  with  the  run-off.  The 
curve  shown  on  Fig.  5  is  subject  to  the  uncertainty  involved  in  the 
estimated  fluctuations  of  the  lower  delta  for  the  seasons  for  which 
direct  records  are  not  available. 


68  DEPARTMENT   OF   PUBLIC   WORKS. 

If  any  movement  of  ground  water  occurred  from  the  Kaweah  area 
into  other  areas  it  would  be  expected  that  in  order  to  balance  the  inflow 
and  draft  an  item  covering  the  amount  of  such  outflow  would  be 
required.  In  a  period  of  no  inflow  a  lowering  of  the  ground  water 
proportional  to  the  amount  of  such  outflow  would  be  expected.  The 
data  given  in  Table  19  and  Fig.  5  indicate  that  even  in  winters  of  low 
run-off  such  as  1917-18  there  is  a  net  rise  of  the  ground  water.  The 
curve  for  the  whole  area  when  extended  indicates  that  even  with  no 
run-off  there  would  be  no  lowering  of  the  ground  water  over  the  area 
as  a  wrhole.  If  such  outward  ground  water  movement  does  not  occur 
during  the  winter  months  it  would  not  occur  at  other  seasons  of  the 
year.  The  data  available  on  the  ground  water  fluctuations  appears  to 
agree  with  the  conclusions  previously  given  based  on  the  discussion  of 
the  ground  water  contours  that  there  is  no  indication  of  the  occurrence 
of  any  such  outward  ground  water  movement. 

Formation  of  Kaweah  Delta. 

A  further  effort  was  made  to  trace  any  possible  outward  ground 
water  movement  by  a  study  of  the  materials  encountered  in  the  drilling 
of  wells.  This  consisted  both  of  the  collection  of  actual  logs  of  wells 
•where  available  and  of  discussion  of  general  conditions  with  those 
engaged  in  well  drilling.  The  conditions  under  which  the  various 
materials  forming  the  Kaweah  Delta  have  been  deposited  are  too  com- 
plex to  enable  any  definite  structure  to  be  developed  from  such  data. 
In  general  the  first  artesian  strata  is  found  after  passing  through  a 
layer  of  blue  clay  at  depths  which  vary  from  about  350  feet  near  Tulare 
to  500  feet  at  points  five  or  six  miles  further  west.  Below  these  depths 
alternating  strata,  of  sands  and  blue  clays  are  found.  The  slope  of 
the  upper  blue  clay  strata  is  somewhat  steeper  than  that  of  the  present 
ground  surface.  These  strata  may  have  some  relationship  to  the  clays 
occurring  in  the  hog  wallow  areas  near  the  upper  edge  of  the  valley, 
the  difference  in  color  being  due  to  differences  in  conditions  affecting 
oxidation.  A  well  in  the  courthouse  yard  at  Visalia  is  reported  to  have 
struck  a  tight  red  and  yellow  clay  at  a  depth  of  275  feet.  Present 
stream  channels  in  the  upper  portion  of  the  valley  area  are  cut  down 
into  the  underlying  heavier  formation  and  afford  a  means  of  access  of 
water  to  any  pervious  strata  of  such  formations.  The  depths  given  to 
the  first  heavy  clay  strata  may  indicate  the  thickness  of  the  recent 
valley  alluvium  or  delta  deposits. 

There  is  no  difficulty  in  securing  ground  water  supplies  from  wells 
anywhere  in  the  main  areas  of  the  Kaweah  Delta  and  the  wells  are 
usually  relatively  shallow,  few  exceeding  200  feet  in  depth.  In  the 
outer  portions  of  the  delta  the  water  bearing  strata  are  less  frequent 
and  deeper.  West  of  a  line  approximately  following  the  Santa  Fe 
Railroad  from  Corcoran  to  Hanford,  the  yield  of  shallow  wells  is  small 
and  deeper  wells,  usually  artesian,  are  used.  It  appears  that  the  upper 
water  bearing  strata  tend  to  pinch  out  in  this  area  and  the  only  avail- 
able supplies  are  from  the  lower  areas  containing  water  under  artesian 
pressure.  Flowing  wells  could  formerly  be  obtained  over  a  much 
larger  area  than  at  present;  some  wells  flow  only  during  the  winter 
season   now  that  formerly   flowed  continuously.     The   source   of   the 


"WATER   RESOURCES   OF   TULARE    COUNTY.  69 

water  in  these  deeper  strata  appears  to  be  the  Kaweah  Delta  until  the 
general  body  of  underground  water  underlying  the  valley  trough  is 
reached  where  the  source  may  be  the  mingled  supply  from  all  streams 
tributary  to  the  Tulare  Lake  Basin. 

In  Water  Supply  Paper  398  of  the  U.  S.  Geological  Survey  the 
quality  of  the  water  obtained  from  different  depths  in  wells  in  this 
vicinity  is  discussed  with  conclusions  that  appear  to  agree  with  the 
general  statements  made  above.  Wells  in  the  areas  formerly  covered 
by  Tulare  Lake,  where  the  formations  consist  of  deposits  from  the  lake 
including  the  saline  deposits  due  to  evaporation,  are  stated  to  yield 
Avater  high  in  sulphates.  Those  deeper  wells  in  the  same  areas  which 
draw  their  supply  from  sediments  derived  from  the  east  side  streams 
and  deposited  under  the  lake  bed  fill  secure  water  of  good  quality. 
The  eastern  boundary  of  the  area  affected  by  lake  residues  is  shown  as 
running  from  Earlimart  through  Angiola,  Corcoran,  Guernsey  and 
Lcmoore.  Data  given  regarding  the  depth  of  the  lake  deposits  result 
in  the  conclusions  that  the  thickness  varies  from  a  negligible  amount 
near  Corcoran  and  Guernsey  to  400  feet  or  more  at  a  distance  of  six  to 
eight  miles  west  of  Corcoran.  The  conclusion  is  also  reached  that 
ground  waters  from  the  east  and  the  west  side  sources  do  not  mingle 
to  any  large  extent  and  that  wells  to  the  west  of  the  middle  of  the  lake 
would  probably  encounter  the  sulphate  waters  derived  from  west  side 
sources  at  all  depths. 

The  lake  bed  deposits  being  of  generally  finer  materials  than  those 
deposited  by  the  streams  in  building  up  their  deltas  are  less  freely 
water  yielding  and  the  difference  in  both  quality  and  quantity  account 
for  the  use  of  deeper  wells  in  the  area  where  the  lake  bed  fills  overlap 
the  direct  stream  deposits.  This  difference  in  the  conditions  under 
which  the  materials  have  been  deposited  appears  to  account  for  the 
differences  in  wells  in  this  area.  The  abruptness  of  the  change  in  the 
conditions  affecting  surface  wells  has  caused  the  line  of  change  to  be 
referred  to  locally  as  being  a  possible  "fault  line."  Apparently  no 
such  assumption  is  needed  to  explain  the  conditions  existing  here. 

The  data  available  on  the  character  of  the  formations  and  the  quality 
of  the  water  obtained  appear  to  still  further  support  the  conclusion 
that  no  general  outward  movement  of  ground  water  from  the  Kaweah 
Delta  occurs.  The  tightening  of  the  surface  strata  on  the  western 
portion  of  the  delta  would  limit,  if  not  entirely  prevent,  any  such 
movement  in  these  strata.  The  change  in  quality  of  the  water  in  the 
deeper  strata  indicates  that  movement  of  the  sulphate  free  water  from 
the  Kaweah  Delta  has  not  progressed  beyond  the  areas  adjacent  to  the 
delta. 

GROUND  WATER  FLUCTUATIONS. 

The  general  ground  water  fluctuations  for  any  period  indicate  the 
balance  between  the  elements  of  replenishments  and  of  draft  for  that 
period.  The  data  on  ground  water  from  which  the  fluctuations  can  be 
studied  on  the  Kaweah  area  consists  of  records  beginning  early  in  1917 
over  the  upper  and  main  canal  areas  and  maintained  to  date  by  parties 
to  the  pending  litigation  resulting  from  the  pumping  by  the  Lindsay- 
Strathmore  Irrigation  District,  data  given  in  Water  Supply  Paper 


70 


DEPARTMENT    OF    PUBLIC    WORKS. 


398  of  the  U.  S.  Geological  Survey  on  depths  to  ground  water  in  1905, 
general  information  on  conditions  in  past  years  and  records  extending 
over  the  outer  portions  of  the  Kaweah  Delta  from  July,  1920,  to 
February,  1922,  secured  in  the  course  of  these  investigations.  The 
records  of  the  Lindsay-Strathmore  Irrigation  District  have  been  used 
for  the  areas  covered.  Those  pertaining  to  the  area  immediately 
adjacent  to  the  area  of  pumping  by  the  district  have  not  been  included 
in  the  discussion  which  follows. 

Ground  Water  Fluctuations  1917  to  1921. 

The  records  of  wells  indicate  that  the  lowering  due  to  pumping  ceases 
in  the  late  fall  and  that  a  rise  due  to  the  lessening  of  draft  and  the 
recharge  begins.  A  study  of  the  well  records  indicated  that  this 
change  in  the  ground  water  elevations  occurs  generally  about  November 
1  and  this  date  has  been  used  as  the  division  of  the  ground  water  year. 
As  the  records  did  not  begin  until  early  in  1917  a  separate  year  from 
March  1,  1917.  to  March  1.  1918,  is  used  for  that  season. 

These  well  readings  cover  all  of  the  Kaweah  Delta  except  the  outer 
portion  on  the  west  and  southwest.  The  records  of  about  200  wells  were 
available  for  each  of  the  years.  About  80  wells  were  observed  for  the 
outer  area  of  the  delta  in  these  investigations  from  July,  1920,  to 
February,  1922.  The  probable  fluctuation  of  these  wells  for  the  other 
years  was  estimated  by  comparison  with  adjacent  wells  for  which 
records  covering  long  periods  were  available. 

The  change  of  elevation  in  each  well  for  each  year  was  plotted  on 
maps  showing  the  location  of  each  well  and  contours  showing  equal 
changes  of  rise  or  fall  were  drawn  from  which  the  average  changes 
shown  in  Table  20  were  determined.  Map  '3  gives  the  results  for 
1920-21. 


TABLE  20. 
Summary  of  Average  Lowering  of  Ground  Water,  in  Feet,  in  Kaweah  Delta  Areas,  1917  to  1921. 


• 

Average  lowering  for  period  in  feet 

Area 

Mar.,  1917 

Nov.  1, 1917 

Nov.  1,  1918 

Nov.  1, 1919 

Nov.  1, 1920 

Nov.  1,1917 

to 

to 

to 

to 

to 

to 

Mar.,  1918 

Nov.  1,  1918 

Nov.  1,  1919 

Nov.  1,  1920 

Nov.  1, 1921 

Nov.  1, 1921 

Main  area  of  Kaweah  Delta  cov- 

ered  by   canals   diverting   for 

lands  below  Venice  Hills.  _ 

2.5 

2.5 

2.1 

0  1 

0.8 

5  5 

Areas  covered  bv  canals  diverting 

for  lands  mainly  above  Venice 

Hills 

0.8 

0  9 

0  9 

0.2 

0  8 

2.8 

Area  of  lower  Kaweah  Delta  out- 

side of  areas  covered  bv  canals_ 

*2.3 

*3.2 

*2.7 

•1.3 

1.8 

9.0 

Area  west  of  Lindsav-Strathmore 

Irrigation   District   toward 

which    ground    water    slopes 

from  the  Kaweah  Delta  .. 

1.5 

2.2 

2  1 

0.8 

13 

6.4 

Mean.    _     ...   __ 

1.9 

2.2 

2.0 

0.4 

1.0 

5.6 

Total  run-off  of  Kaweah  River — 

acre-feet...     

391,500 

237,000 

281,500 

377,500 

373,500 

317,500 

Estimated  total  pumping  draft — 

acre-feet 

109,000 
5.21 

124,000 
8.07 

133,000 
8.85 

142,000 
9.32 

162,000 
8.56 

*Estimated. 

WATER   RESOURCES    OF    TULARE    COUNTY.  71 

The  summations  of  the  lowering  of  the  water  table  in  different  years 
are  not  altogether  consistent.  It  would  be  expected  that  the  total  low- 
ering would  be  greatest  in  years  of  least  rainfall  and  run-off  and  of 
greatest  draft,  The  results  in  general  vary  with  the  amount  of  run-off 
except  for  1920  when  the  lowering  was  less  than  that  in  1921  although 
the  run-off  in  the  two  years  was  practically  the  same. 

Although  the  total  run-off  in  1920  and  in  1921  was  closely  the  same, 
its  distribution  by  months  differed.  In  1920,  50  per  cent  of  the  run-off 
occurred  in  May  and  June  and  7  per  cent  during  November  to  February 
inclusive.  In  1921,  the  run-off  was  more  evenly  distributed;  only  28 
per  cent  occurred  during  May  and  June  and  16  per  cent  in  November 
to  February.  The  more  even  run-off  in  1921  resulted  to  some  extent 
in  a  larger  proportion  of  the  supply  being  diverted  by  the  older  ditches 
for  areas  near  the  upper  portion  of  the  delta  with  less  water  reaching 
the  outer  canal  areas.  In  1920  the  rainfall  in  the  area  was  somewhat 
greater  than  in  1921.  In  March,  1920,  the  rainfall  was  3.74  inches  at 
Visalia  and  in  March,  1921.  1.36  inches  with  some  resulting  earlier 
pumping  in  1921  than  in  1920.  In  the  early  part  of  1920  there  were 
some  restrictions  placed  on  power  for  pumping  due  to  the  shortage  of 
supply  which  had  some  effect  in  lessening  the  draft  at  that  time. 

For  the  mean  of  1920  and  1921  with  a  net  available  water  supply  of 
369,000  acre-feet  per  year  an  area  of  183,500  acres  of  cropped  or  sub- 
irrigated  land  was  supplied  with  a  resulting  average  lowering  of  the 
ground  water  of  0.7  feet  over  an  area  of  365,000  acres  or  a  total  drain- 
ing of  255,000  acre-feet  of  soil  volume.  If  the  ground  water  had 
remained  stationary  a  net  average  use  of  about  2.0  acre-feet  per  acre 
would  have  been  indicated.  The  lowering  is  difficult  to  estimate  as  the 
quantities  of  water  represented  by  changes  in  ground  water  elevations 
are  variable.  If  the  loss  in  ground  water  storage  due  to  the  lowering 
is  estimated  to  represent  an  average  of  one-tenth  of  the  volume  of  the 
soil  drained,  a  ground  water  depletion  of  25,000  acre-feet  is  indicated. 

The  mean  annual  gross  run-off  of  the  Kaweah  River  has  been 
estimated  to  be  451,000  acre-feet  of  which  an  average  of  55,000  acre- 
feet  is  not  retained  on  the  Kaweah  Delta,  leaving  an  average  net  avail- 
able supply  of  396.000  acre-feet.  The  difference  between  the  net 
available  supply  in  1920  and  1921  and  the  mean  is  27,000  acre-feet. 

The  above  comparisons  indicate  that  the  present  draft  on  the  Kaweah 
River  run-off  is  closely  equal  to  the  mean  annual  net  available  supply. 
An  increase  in  use  under  existing  conditions  would  be  expected  to  result 
in  a  lowering  of  the  average  ground  water  elevations. 

The  conclusion  that  present  use  is  about  equal  to  the  available  supply 
does  not  mean  that  all  of  the  present  use  can  be  maintained  without 
further  lowering  of  the  ground  water  as  the  supply  and  use  in  the 
different  portions  of  the  area  are  not  balanced.  In  some  portions  due 
to  canal  diversions  and  light  pumping  the  ground  water  has  risen  since 
the  deficient  years  of  1918  and  1919,  in  other  areas  of  small  canal  use 
or  heavy  pumping  there  has  been  a  continual  lowering  of  the  ground 
water  which  can  only  be  expected  to  continue  even  in  years  of  large 
run-off  under  existing  conditions  of  diversion.  The  conditions  affecting 
the  different  portions  of  the  area  are  discussed  in  detail  later. 


72 


DEPARTMENT    OF    PUBLIC    WORKS. 


Change  in  Ground  Water  Since  1905. 

In  Water  Supply  Paper  398  of  the  U.  S.  Geological  Survey,  Ground 
Water  in  the  San  Joaquin  Valley,  California."  reading's  of  wells  in 
Tulare  County  with  the  owner's  name,  the  section,  township  and  range 
of  the  location  and  the  depth  of  water  are  given.  The  report  states 
that  the  records  were  obtained  during-  the  period  from  1905  to  1907 ;  the 
work  in  Tulare  County  is  referred  to  as  of  1905.  While  the  seasons  of 
1901  and  1905  were  somewhat  below  normal  in  run-off,  the  pumping 
draft  on  the  outer  portion  of  the  delta  was  relatively  small  at  that  time 
and  the  water  table  was  probably  relatively  high. 

An  effort  was  made  to  find  the  wells  read  in  1905  in  order  to  deter- 
mine the  changes  in  ground  water  elevation  since  that  year.  Such 
comparisons  were  made  for  97  wells  scattered  from  the  vicinity  of 
Visalia  to  the  area  which  was  artesian  in  1905.  The  readings  were 
secured  in  1920.  The  comparisons  have  been  reduced  to  the  changes 
from  1905  to  1917  by  comparison  with  the  well  records  for  the  same 
areas  for  the  period  1917  to  1920. 

The  results  are  as  follows : 


Area 

Number  of 

wills  found 

Average 
lowering, 

1905  to  1917 

Average 

lowering, 

1917  to  1921 

T.  18  S.,  R.s  23  and  24  E..  in  vicinity  of  Visalia__ 
T.  19  S.,  R.s  23-25  E.,  extending  from  Visalia  to 
Tnlare  __  . 

31 

33 

DO 

4.0 
1.3 

3  0 

1.1 
7.0 

T.  20  S.,  R.s  23  to  25  E.,  extending  from  Tulare 
toward  Corcoran __ 

10.8 

The  first  group  of  wells  are  located  generally  within  the  canal  served 
area  and  show  more  drop  from  1905  to  1917  than  for  the  period  1.917 
to  1921.  In  the  second  area  the  canal  service  is  less  extensive  and  more 
irregular  in  amount  with  a  consequent  larger  development  of  pumping 
draft  in  recent  years.  This  is  indicated  by  the  drop  of  7.0  feet  in  the 
last  four  years  as  compared  to  1.3  feet  for  the  previous  twelve  years. 
For  the  third  area  there  is  little  canal  service  and  pumping  began 
relatively  somewhat  earlier;  however,  the  drop  per  year  lias  been  about 
ten  times  as  large  for  the  past  four  years  as  for  the  previous  ten  years. 
Not  all  of  this  difference  should  be  considered  to  be  due  to  the  relative 
draft  during  the  two  periods  as  the  last  four  yen's  have  been  ones  of 
less  than  average  run-off. 


Variations  in  Conditions  of  Water  Supply  and 
Use  in  Different  Parts  of  Kaweah  Delta. 

The  available  data  regarding  water  supply,  diversions,  areas  served. 
pumping  draft  and  ground  water  fluctuations  for  the  Kaweah  Delta 
as  a  whole  has  been  presented  and  discussed  with  the  conclusion  that 
for  the  total  area  of  the  Kaweah  Delta  the  present  rate  of  water  con- 
sumption very  closely  equals  the  mean  annual  net  available  water 
supply  or  that  the  present  total  irrigation  development  is  as  large  as  can 
be  maintained  with  the  water  supply  under  existing  conditions  without 
a  continuous  lowering  of  the  ground  water  in  some  parts  of  the  delta 


WATER   RESOURCES   OF   TULARE    COUNTY.  73 

over  any  period  of  years.  This  conclusion  is  limited  to  present  condi- 
tions existing  in  this  area  both  as  to  the  amount  of  the  net  available 
annual  water  supply  and  the  character  of  its  use.  It  has  also  been 
concluded  that  while  the  above  condition  is  correct  as  an  average  for 
the  area  as  a  whole,  present  development  is  not  distributed  over  the 
delta  in  proportion  to  the  locally  available  sources  of  water  supply  and 
that  continued  and  serious  lowering  of  the  ground  water  is  occurring 
and  can  only  be  expected  to  continue  to  occur  in  certain  portions  of  the 
area  if  present  conditions  are  maintained. 

There  is  frequent  discussion  of  the  relative  advantages  of  position  in 
securing  a  permanent  ground  water  supply  between  those  located  near 
the  upper  end  of  a  delta  as  compared  with  those  located  at  the  lower  or 
outer  edges.  The  ground  water  occurs  in  the  delta  on  a  slope  from  the 
upper  end  outward  to  the  lower  edges  and  the  argument  is  advanced 
that  as  pumping  becomes  heavy  the  ground  water  in  storage  in  the  delta 
will  tend  to  become  depleted  and  consequently  to  assume  a  flatter  slope 
with  a  greater  lowering  at  the  upper  end  of  the  delta  than  at  the  outer. 
This  would  result  in  a  more  rapid  increase  in  the  lift  on  the  upper  end 
with  a  more  quickly  felt  necessity  of  reducing  pumping  due  to  increases 
in  costs.  This  basis  of  reasoning  has  not  been  supported  by  the  experi- 
ence on  the  delta  of  Kaweah  River  to  date.  The  maximum  lowering  has 
occurred  in  those  areas  near  the  outer  and  lower  edges  of  the  delta 
wherever  heavy  pumping  has  been  practiced  with  little  local  canal 
service  while  areas  near  the  upper  portion  of  the  delta  wrhere  replenish- 
ment mainly  occurs  by  percolation  from  the  stream  channel  and  canal 
use  have  maintained  their  ground  water  levels. 

A  similar  advantage  in  position  appears  to  be  inherent  to  such 
locations  near  the  source  of  the  ground  water  supply  that  exists  on  a 
canal  where  those  located  near  the  head  of  the  canal  have  a  material 
advantage  in  securing  water  in  times  of  scarcity  over  those  on  the  lower 
portion.  Should  a  flattening  of  the  ground  water  slope  in  the  Kaweah 
Delta  occur  due  to  a  large  lowering  of  the  ground  water  in  the  upper 
portion  of  the  delta  the  amount  of  ground  water  reaching  the  outer 
portions  would  be  reduced  as  both  the  area  of  cross  section  and  the 
slope  under  which  such  movement  occurred  would  be  reduced. 

The  lowering  of  the  ground  water  around  the  edges  of  the  Kaweah 
Delta  is  resulting  in  increasing  the  ground  water  slope  toward  those 
areas  and  some  increase  in  the  ground  water  movement  is  to  be  expected. 
It  is  extremely  doubtful,  however,  if  such  increased  ground  water  move- 
ment will  be  sufficient  to  furnish  the  supply  now  being  drawn  from  at 
least  some  of  these  outer  areas  until  the  total  increase  in  lift  has  become 
so  great  that  pumping  will  be  restricted  by  the  resulting  costs.  The 
present  total  fall  of  the  ground  water  from  the  upper  end  of  the  delta 
10  Goshen,  Tulare  or  Lindsay  is  about  100  feet.  The  velocity  of  ground 
water  is  generally  considered  to  vary  about  directly  with  the  slope.  To 
double  the  velocity  would  recpiire  that  the  slope  or  fall  be  doubled  or  a 
lowering  of  the  ground  water  of  100  feet  at  the  points  mentioned 
would  probably  be  required  before  double  the  present  ground  water 
movement  to  these  outer  areas  might  be  expected  to  take  place. 

The  conditions  in  the  separate  portions  of  the  general  areas  previously 
discussed   vary.     The    following   discussion   presents   the   conclusions 


74  DEPARTMENT    OF    PUBLIC    WORKS. 

reached  in  these  investigations  for  the  local  areas  within  the  general 
divisions  of  the  delta. 

Main  Area  Covered  by  Canals. 

On  Map  1  the  areas  served  by  the  larger  number  of  the  Kaweah 
ditches  are  shown.  On  Map  3  the  net  ground  water  fluctuations  for 
1920-1921  are  given.  The  area  served  by  those  ditches  having  generally 
the  earlier  priority  of  right  to  the  use  of  Kaweah  River  has  main- 
tained its  ground  water  elevations  during  the  past  two  years  of  some- 
what less  than  normal  run-off. 

There  was  an  area  of  135,000  acres  covering  the  lands  within  which 
the  1921  canal  irrigation  on  the  delta  was  applied,  out  of  the  total  area 
of  190,000  acres  previously  classed  as  the  general  area  within  which 
canal  irrigation  may  be  applied,  for  which  the  ground  water  averaged 
in  1921  to  remain  at  the  same  elevation,  the  local  rises  balancing  other 
local  lowering.  The  pumping  draft  in  this  area  averaged  0.3  acre-feet 
per  acre  of  gross  area.  For  the  conditions  existing  in  1921  the  inflow 
to  the  ground  water  balanced  the  rate  of  local  pumping  draft  and  the 
ground  water  movement  into  the  outer  parts  of  the  delta.  In  the  same 
area  in  1919-20  there  was  an  average  rise  of  the  ground  water  of  0.25 
feet.  For  the  period  of  1917-1921  the  portion  of  the  area  in  the 
vicinity  of  Visalia  has  had  no  ground  water  lowering;  about  one-half 
of  the  area  has  lowered  less  than  two  feet  and  the  outer  portions  have 
lowered  as  much  as  five  feet.  This  area  includes  the  areas  north  of  the 
St.  Johns  River  served  by  the  Matthews  and  Uphill  ditches  and  in  gen- 
eral the  area  between  St.  Johns  River  and  the  eastern  boundary  of  the 
lands  served  by  the  Peoples  Ditch  and  extending  to  the  southwest  to 
about  the  line  of  the  Southern  Pacific  Railroad  from  Tulare  to  Goshen. 
There  was  in  general  some  rise  in  the  ground  water  in  the  upper  por- 
tions of  this  area  in  1921  and  some  lowering  in  the  lower  portions.  In 
this  area  there  were  13,700  acres  reported  as  receiving  canal  service 
only,  11,800  acres  receiving  both  ditch  and  pump  service,  and  11,500 
acres  receiving  pumped  water  only,  a  total  area  of  73,000  acres  or 
slightly  over  40  per  cent  of  the  total  irrigated  area  dependent  on 
Kaweah  River. 

The  run-off  in  1920-21  was  93  per  cent  of  the  estimated  mean  annual 
net  available  supply  under  existing  conditions,  the  actual  shortage  being 
27,000  acre-feet,  With  present  conditions  of  use  it  would  appear  that 
this  area  can  be  expected  to  maintain  its  ground  water  elevations  with 
some  lowering  in  dry  years  and  recovery  in  excess  years.  An  increase 
in  pumping  draft  particularly  at  the  upper  end  of  this  area  would  not 
be  expected  to  result  in  material  ground  water  lowering  within  the  area 
itself  but  will  serve  to  intercept  some  ground  waters  now  moving  to  the 
outer  areas  and  increase  the  rate  of  lowering  there.  Due  to  the  high 
ground  water  in  some  parts  of  the  upper  area  there  is  now  loss  of 
moisture  from  subirrigated  areas  in  excess  of  beneficial  needs.  Aji 
increase  in  draft  in  these  areas  with  a  lowering  of  the  ground  water 
would  result  in  the  salvage  of  such  losses. 

To  maintain  not  only  the  average  ground  water  elevation  over  this 
area  as  a  whole  but  also  in  its  parts,  the  distribution  of  a  larger  pro- 
portion of  the  run-off  for  surface  irrigation  in  the  areas  more  distant 
from  the  river  than  occurred  in  1921  will  be  required.     Such  increase  in 


WATER    RESOURCES    OP    TULARE    COUNTY.  75 

canal  use  in  the  outer  areas  would  serve  both  to  reduce  the  draft  and 
to  increase  the  replenishment  in  those  local  areas. 

The  remaining  55,000  acres  of  the  area  previously  classed  as  the  main 
canal  served  area  lying  west  of  the  Southern  Pacific  Railroad  and 
extending  from  Goshen  to  the  Tule  River  has  been  included  in  the  main 
canal  area  as  shown  on  Map  2  due  to  the  fact  that  in  years  of  excess 
run-off  portions  of  this  area  may  receive  canal  service  principally  from 
the  Packwood,  Tulare  Irrigation  District  and  Elk  Bayou  systems.  In 
1920  and  1921  the  lands  irrigated  in  this  area  were  relatively  small. 
The  ground  lowered  over  all  of  this  area,  the  amounts  being  in  gen- 
eral proportion  to  the  extent  of  the  local  draft.  The  average  lowering 
was  2.6  feet  with  a  maximum  lowering  of  about  five  feet.  For  the 
period  1917  to  1921  the  total  lowering  has  varied  from  five  to  twenty 
feet  being  largest  in  the  area  of  heavy  pumping  west  of  Tulare. 

In  the  eastern  half  of  T.  20  S.,  R.  23  E.  in  which  there  was  very  little 
canal  irrigation  in  1921  but  where  the  pumping  draft  averaged  1.3 
acre-feet  per  acre  of  gross  area  there  was  an  average  lowering  of  four 
feet  for  the  year.  The  rate  of  draft  is  four  times  the  average  rate  for 
the  area  which  held  its  ground  water  elevations  in  1920-21.  This  heavy 
rate  of  draft  without  direct  canal  irrigation  within  the  area  can  only 
be  expected  to  result  in  a  relatively  rapid  lowering  of  the  ground  water. 
The  diversion  of  larger  amounts  of  canal  water  into  this  area  or  the 
lessening  of  the  draft  by  more  careful  use  of  the  water  pumped  will  be 
required  if  the  present  development  is  to  be  maintained. 

In  the  western  portions  T.  20  S.,  R.  24  E.  not  included  in  the  canal 
area  maintaining  its  ground  water  in  1921,  there  was  an  average  draft 
of  0.8  acre-feet  per  acre  of  gross  area  and  an  average  lowering  of  2.6 
feet  in  the  ground  water.  Conditions  in  this  area  differ  from  those  in 
the  eastern  part  of  T.  20  S.,  R.  23  E.  only  in  degree.  The  average 
pumping  draft  is  somewhat  less  and  the  canal  irrigation  slightly 
greater  with  a  consequent  less  lowering  of  the  ground  water.  The  bal- 
ance for  1921  is  a  material  lowering  however,  and  present  development 
can  only  be  maintained  without  permanent  ground  water  lowering  by 
the  use  of  larger  amounts  of  canal  irrigation  than  have  been  used  in 
recent  years.  The  permanence  of  present  rates  of  pumping  in  this  area 
will  depend  on  the  extent  to  which  canal  water  may  be  brought  into  this 
area  in  years  of  more  than  normal  run-off. 

In  the  southwestern  part  of  T.  19  S.,  R.  24  E.  an  average  draft  of  0.6 
acre-feet  per  acre  of  gross  area  resulted  in  an  average  ground  water 
lowering  of  2.7  feet  in  1921.  In  the  southeastern  part  of  T.  19  S.,  R. 
24  E.  where  some  canal  irrigation  was  received  an  average  draft  of  0.9 
acre-feet  per  acre  of  gross  area  resulted  in  an  average  lowering  of  0.7 
feet  in  1921.  Since  1917  the  average  lowering  in  the  southwestern  part 
of  this  township  has  been  about  15  feet  as  compared  with  10  feet  in  the 
southeastern  portion.  These  differences  illustrate  the  effect  of  the  addi- 
tional canal  use  in  tin1  southeastern  part  of  the  township  where  a 
heavier  draft  is  maintained  with  less  lowering  than  in  the  adjacent 
southwestern  portion. 

The  differences  in  the  conditions  of  draft  and  replenishment  in  the 
different  parts  of  these  areas  is  further  illustrated  by  the  hydrographs 
of  typical  wells  shown  in  Figs.  6  to  8.  The  location  of  each  well  is 
shown  on  Map  2. 


76 


DEPARTMENT   OF   PUBLIC   WORKS. 


The  character  of  the  fluctuation  of  ground  water  at  any  point  reflects 
the  conditions  affecting-  the  well.  The  wells  used  are  ones  which  are  not 
subject  to  heavy  draft  and  consequently  reflect  average  changes  for 
the  vicinity  rather  than  the  local  effects  of  single  plants.  A  well  whose 
hydrograph  shows  little  change  during  the  year  in  general  indicates  a 
limited  recharge  or  a  location  at  considerable  distance  from  any  direct 
source  of  supply.  Wells  adjacent  to  streams  or  canal  use  generally 
show  a  marked  rise  at  the  period  of  flow  in  such  channels  or  of  use 
under  the  canal.  A  lowering  during  the  later  season  when  run-off  has 
diminished  and  the  draft  is  a  maximum  is  to  be  expected. 


S 


5 


0 


3€5 


jeo 


355 


JSO 


Jan  Feb   Mar  Apr  May  Jan  July  Aug  Sept  Oct  Nov  Dec 


One  mile    west  of  Exeter    /n    area 
regular    cane//   ^service. \  \ 


receiving 


3J5~ 


33C 


325 


32o 


■4- miles  along  Oaf  side   CreeK  from 


Wel/SJ/  /n  area  xrece/t^/n<?     canal  service 


260 


Or? 


/ower  Oc/f^ide    CreeK-    little    loco/   canal 


Sery/ce    or  pump/n^ 


208 


205  J 


200 


\stL 


At  ^oofljern   /fmtr 


<J3eOm 


of  canal  Irrigation 


Well  fT35A 


with  on/j    limited    local  pumping 


fig.  6.    fiydrog rophs   of Typ  i cat 
WgJI<3  extending  a  Jong   the 
course   of  Oufs/c/e    CreeK 


WATER   RESOURCES   OP    TULARE    COUNTY.  77 

In  Fig.  6  the  hydrographs  of  four  wells  extending  along  the  general 
direction  of  Outside  Creek  are  shown.  "Well  531  is  located  one  mile 
west  of  Exeter  in  the  area  served  by  the  Consolidated  Peoples  Ditch. 
The  hydrograph  shows  the  rise  each  year  during  the  period  of  large 
run-oft'  in  May  and  June  with  the  lowering  in  the  late  summer  during 
the  period  of  draft,  the  rise  beginning  about  November  1.  Since  ]918 
the  lowering  of  this  well  from  year  to  year  has  not  been  regular  and 
little  marked  drop  is  shown.  The  high  elevations  of  1917  following  the 
excess  run-off  of  1916  have  not  been  regained  however. 

Well  1009  is  located  about  four  miles  along  the  course  of  Outside 
Creek  from  well  531.  The  records  are  not  as  complete  but  no  pro- 
nounced tendency  toward  lowering  is  shown.  This  well  is  within  the 
area  receiving  regular  canal  service.  Well  1813  is  located  at  the  lower 
end  of  the  irrigated  area  under  the  Peoples  and  Farmers  ditches  and 
adjacent  to  Outside  Creek.  There  is  little  local  pumping.  There  is 
little  recharge  shown  during  the  periods  of  flow  in  Outside  Creek  with 
a  continual  lowering  for  each  year  covered  by  the  record. 

Well  E35  is  located  at  the  southwestern  limit  of  canal  irrigation  from 
Kaweah  River  in  an  area  where  practically  no  canal  water  was  received 
in  1920  and  1921  and  where  there  was  only  limited  pumping  in  its 
vicinity.  A  continual  drop  of  about  two  feet  per  year  is  shown  without 
any  periods  of  definite  rise. 


78 


DEPARTMENT    OF   PUBLIC   WORKS. 


JFMflfiJJASOfl'D 


J  r  M  ft MJJA30ND 


A/ear-  Deep  Creeft  In  area 
receiving    canal  service 


33S 

JX 

320 

315 
310 


J> 

tr-H" 

"\ 

Well 

140 A 

r 

-' 

as 

/eJ 

£ 

£ 

?' 

JS  3    . 

— 

- 

• 

a 

~> 

Two  miles  east  of  Visalia 

Two  rn//es  south  of  Ms  alia 
1 i i i i     i     .     i 


l :ss  -o»it» 


Two   miles   north e  &sf  of 
Tufa  re  -  ffi/xed  C  ana/ 
service    and  pumping 


At  we s fern  edge     of 
canal    area 


heavy  pumping  -  no  canal 
irrigation   3ince    fst7 


I 

s: 

o 


S30 
ess 
eeo 


Western  limit  of  canal  arte 
1 1  mi  fed  canal  seryice\ 


1/ ml  ted  canal  irrigation 
and  heovf    pumping 


^tWTTI^^H 


Near-  Crcjj    Cr 


y.'cii  R4i_ 


^o5  sit. 


2  TO 

4 

>- 

w 

ell 

1 
1313 

1 

?eo 

__^ 

9 

pss 

sse 

-* 

I3i 

^ 

"•" 

23 

ST_ 

— 

-i 

IS 

_ 

At  Tulare 

&?• 


Weil 


A6 


Lk. 


Deep  trve/l-  foca/  conditions 
similar  tc  jfiatloir  tretl  fTZiA 


Deep  use  It - 


"V 


£L 


local  condition  s 

similar  fo  Jna/fow  we//  fT33 


~r 


Well  AS^ 


T 


/v^.  7.  ftydrographs  of  Typical  Wei  Is  /n  lines 
rad/af/ng  across  ftaweah  Delia  along 
Deep   and  F^ach  wood   CreeHs. 


WATER   RESOURCES    OF    TULARE    COUNTY.  79 

In  Fig.  7  wells  519  to  1912  are  located  along  the  general  direction  of 
Deep  Creek.  Well  519  is  located  in  the  upper  portion  of  the  delta 
and  shows  the  effect  of  local  stream  flow  and  irrigation.  This  well  in 
1921  had  practically  recovered  the  1917  elevations.  Well  1629  is  also 
within  the  canal  areas  receiving  regular  service  and  has  recovered  since 
1919.  Well  1625  is  located  two  miles  northeast  of  Tulare  in  an  area 
receiving  irregular  canal  service  and  of  fairly  heavy  pumping.  A 
marked  lowering  from  1917  to  1919  is  shown  with  very  small  changes 
since  1919.  Well  1708  is  located  west  of  Tulare  in  an  area  of  heavy 
pumping  where  no  canal  service  has  been  received  since  1917.  The 
quick  response  to  irrigation  in  1917  and  the  continual  lowering  since 
1917  are  noticeable  in  this  well.  Unless  water  for  irrigation  from 
canals  is  brought  to  this  area  with  fair  regularity  a  continual  lowering 
is  to  be  anticipated. 

Well  1952  is  located  about  one-half  way  between  Tulare  and  Cor- 
coran in  an  area  considered  within  the. main  Kaweah  Delta  but  where 
very  little  canal  service  is  received.  A  marked  and  continuous  lower- 
ing is  shown.  Well  R32  is  located  outside  the  canal  area  in  the  lower 
delta  and  shows  a  steady  lowering  due  to  pumping.  Well  1912  is 
located  at  Tulare  and  like  well  1708  reflects  the  effect  of  canal  irrigation 
in  1917  and  the  lack  of  such  replenishment  since  1917. 

Well  1402  in  Fig.  7  is  located  two  miles  east  of  Visalia  near  Packwood 
Creek.  It  has  nearly  maintained  the  1917  elevation  due  to  its  location 
in  the  area  of  regular  canal  irrigation.  Well  1633  is  located  two  miles 
south  of  Visalia  under  conditions  similar  to  well  1402  except  that 
adjacent  canal  irrigation  is  not  as  extensive.  Well  1732  is  located  font- 
miles  west  of  well  1633  at  the  western  edge  of  canal  irrigation.  The 
lowering  in  the  two  dry  years  of  1918  and  1919  is  noticeable.  Since 
1919  the  replenishment  has  balanced  the  draft.  There  is  an  area  of 
heavy  pumping  to  the  west  of  this  well.  Well  1706  is  located  in  the 
area  of  the  Packwood  Canal  where  canal  service  has  been  very  limited 
since  1917  and  where  pumping  is  heavy.  An  average  drop  of  about 
four  feet  per  year  is  shown.  Well  R18  is  located  at  the  west  limit  of 
the  area  which  is  understood  to  ever  receive  canal  irrigation  and  where 
no  canal  water  has  been  used  since  prior  to  1920.  A  continual  drop 
with  no  recoverv  is  shown. 


80 


DEPARTMENT   OF   PUBLIC   WORKS. 


J  F ft  A  MJJASO/VD 


30S 


300 


215 


210 


26S 


2es 


260 


24s 


3  miles  west  of  Vis  alia 


<b 


55 


5: 

5 


240 
23s 

3S4 

JSO 

343 

340 


S rni/cs  west   of  Goshen 


Along   St  John's  /fiver-  3 
mi.  northeast  of  If/salia 


320 


3/S 


30S 


300 


2JS 


Welk  1417 

Sf 

1919 

!»N3lI    1* 

7 

1 

■"wSas! 

Atony  St  John's    /fiver 
Z  miles  north   of  Visa /ia 

J  mi/es  west  of   Visa/ia 


% 


s. 

I 

v. 

5 


3*0 


335 


330 


349 


34S 


3*0 


3  SO 


34S 


340 


320 


3IS 


400 


333 


J  rMA  ft  J  J  A  5  O  N  D 

lJl7 


In  Alfa  irrigation 


D /strict  -  west  of  Seville. 


fn   root  hill  Irrigation 
District  east  of  Seville 


?3s . 


285 


Under  fiodoc    O/fch- 


We, 


233~ 
2  30 

200 

.'37 
tS3 

213 
2IO 
20S 


'&     0&L 


Well 


R53 


Near  Upper  Portion 
of  Cross    CrecK. 


c"OO^jkTactf= 


IS  go 


,  J„  Well  If  SO, 
North  end -Corcoran  IrnqOaf 


S>  ha  Jew  welt  in   Corcoran 
Imp  at/on    D /strict.     \ 


rig  S.    /iy  droa raph^    of   Ty/o/ca/ .   lA/e//<s     in 

/Vorfher/i    f^Ctrt  of   A aweah    De/ta  ana 
in   Adjacent  Areas  Jo  /he  A/orfh  ana1  West 


WATER   RESOURCES    OF    TULARE    COUNTY. 


81 


In  Fig.  8  are  shown  bydrographs  of  wells  in  the  northern  part  of 
Kaweah  Delta.  Well  i502  is  three  miles  west  of  Visalia  under  the 
Watson  Ditch.  A  definite  annual  rise  during  the  period  of  high  flow 
in  the  Kaweah  and  a  recovery  of  the  1917  elevations  are  shown.  Well 
1505  is  at  Goshen.  There  is  limited  canal  use  in  the  vicinity  and  more 
pumping  than  near  well  1502.  The  difference  in  the  form  of  the  annual 
cycles  is  noticeable.  Well  1505  shows  a  continual  lowering.  Well  R4  is 
one  mile  west  of  Goshen  and  shows  more  lowering  in  li)21  than  well 
1505. 

Wells  1411  and  141 1  in  Fig.  8  are  along  the  course  of  St.  Johns  River 
under  the  Matthews  Ditch  and  shows  similar  fluctuations.  Well  R58  is 
farther  west  and  shows  a  less  marked  summer  rise  with  no  lowering. 
Well  1428  is  under  the  Uphill  Ditch  north  of  St.  Johns  River,  its 
hydrograph  being  similar  to  those  nearer  the  river. 

Lower  and  Western  Part  of  Kaweah  Delta. 

In  the  area  extending  west  from  the  main  canal  area  to  Cross  Creek 
and  south  to  Tule  River  there  is  no  direct  canal  irrigation  except  for 
a  small  area  adjacent  to  Cross  Creek.  The  pumping  draft  varies  with 
the  different  parts  of  the  area.  The  averages  draft  and  lowering  for 
the  different  parts  of  this  area  in  1921  are  as  follows: 


Air  a 


Average  pumping  draft 

in  acre-feet  per  acre 

of  gross  area 


Average  lowering  of 

ground  water, 

feet 


T.  18  S.,  R.  23  E 

T.  19  S.,  R.  23  E 

T.  20  S.,  R.23  E 

T.  21  S.,  R.  23  E 

T.s  19,  20  and  21  S.,  R.  22  E. 


1.2 
1.3 
3.2 
1.7 
0.6 


These  figures  show  a  consistent  relationship  of  draft  and  lowering 
except  for  T.  21  S.,  R.  23  E.  The  draft  in  this  township  is  relatively 
light  but  its  distance  from  any  direct  sources  of  replenishment  results 
in  a  larger  lowering  in  proportion  to  the  draft  than  in  other  areas. 
The  rate  of  draft  in  the  western  part  of  T.  20  S.,  R.  23  E.  as  given  above 
is  about  two-thirds  that  in  the  eastern  part  as  given  previously  with 
a  lowering  in  the  western  part  equal  to  80  per  cent  that  in  the  eastern. 
The  western  part  is  more  sensitive  to  draft  apparently  due  to  its  greater 
distance  from  direct  sources  of  supply. 

The  areas  in  range  22  east  have  a  low  rate  of  draft,  the  development 
being  scattered.     Even  this  rate  of  use  resulted  in  a  lowering  in  1921. 

The  fluctuations  of  typical  wells  in  this  area  are  shown  in  Figs.  7  and 
8.  Well  R23A,  Fig.  7,  is  in  an  area  of  heavy  local  pumping  where  the 
summer  lowering  lias  been  only  partly  recovered  during  the  winter 
months.  Well  R41  is  adjacent  to  Cross  Creek  and  shows  some  effect 
from  the  June  flow  through  Cross  Creek.  There  is  no  pumping  within 
over  one  mile  of  this  well  and  little  lowering  is  shown. 

Well  A6  is  a  deep  well  under  similar  local  conditions  to  well  R23A. 
Well  A5  is  also  a  deep  well  under  conditions  similar  to  shallow  well  R32. 
Both  of  these  deep  wells  show  a  wider  fluctuation  during  the  year  with 


6—210-14 


82  DEPARTMENT   OF   PUBLIC   WORKS. 

a  marked  recovery  of  pressure  in  the  winter.     A  net  loss  is  shown  for 
each  year  however. 

Well  R6,  Fig.  8,  is  five  miles  west  of  Goshen  and  shows  some  rise  in 
the  spring  of  1921  which  may  be  caused  by  the  Lakeside  Ditch  flow  in 
Cross  Creek.     The  well  is  at  the  western  edge  of  present  pumping. 

UPPER  CANAL  AREAS. 

The  area  considered  under  the  above  heading  is  shown  on  Map  2. 
The  division  lines  are  not  definite  but  the  area  includes  the  lands  whose 
ground  water  appears  to  be  derived  from  the  Kaweah  River  above 
Venice  Hills  or  from  canals  diverting  from  the  upper  portions  of  the 
river.  The  Marks  and  Rice,  the  Lemon  Cove  and  the  Merryman  ditches 
divert  on  the  south  side  of  the  river.  The  Wutchumna  Ditch  diverts  on 
the  north  side.  Longs  Canal  and  the  Enlow  and  the  Hamilton  ditches 
divert  below  McKay  Point  for  lands  along  the  stream  channels.  The 
diversion  records  are  given  with  the  records  of  all  canals. 

Near  the  St.  Johns  and  Kaweah  channels  the  area  irrigated  by  canals 
is  partly  subirrigated.  Little  pumping  is  practiced  in  these  lower  lands 
for  local  use.  The  pumping  plants  of  the  Lindsay-Strathmore  Irriga- 
tion District  are  located  in  this  area,  the  water  pumped  being  taken  to 
the  lands  whose  natural  source  of  ground  waters  is  mainly  Lewis  Creek. 

For  the  lands  lying  in  the  northwestern  part  of  this  area  and  partly 
served  by  the  Wutchumna  Ditch  the  ground  water  contours  indicate  a 
direction  of  movement  from  above  Venice  Hills  between  the  hills  and 
Cottonwood  Creek.  The  extent  of  replenishment  in  relation  to  the 
draft  during  the  past  four  years  has  resulted  in  an  average  lowering  of 
3.6  feet  in  the  ground  water.  There  has  been  a  relatively  larger  increase 
in  the  area  supplied  by  pumps  in  some  parts  of  this  area  during  the 
past  year  than  in  other  parts  of  the  upper  area.  The  lowering  during 
the  past  four  years  has  been  greatest  in  the  portion  of  the  area  in  the 
southwestern  part  of  township  17  south,  range  26  east. 

As  the  Wutchumna  is  one  of  the  older  rights  on  Kaweah  River  its 
diversions  vary  to  a  less  extent  from  year  to  year  than  those  of  canals 
of  later  rights.  The  lowering  of  wells  in  this  area  during  the  past  four 
years  and  particularly  during  1921  appears  to  indicate  that  the  move- 
ment of  general  ground  waters  from  the  Kaweah  River  and  possibly 
from  Cottonwood  Creek  together  with  such  additions  to  ground  water  as 
may  result  from  the  use  of  Wutchumna  Ditch  water  have  not  been 
sufficient  to  maintain  the  present  draft  without  a  continued  lowering  of 
the  wells.  Additional  development  by  pumping  in  this  area  would  be 
expected  to  result  in  a  continued  lowering  of  the  water  table  with 
eventual  difficulties  due  to  greater  lifts  and  additional  cost  of  obtain- 
ing the  required  supplies  unless  additional  canal  diversions  into  the  area 
are  made. 


WATER   RESOURCES    OF   TULARE    COUNTY. 


83 


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84  DEPARTMENT   OP    PUBLIC    WORKS. 

Well  713A  in  Fig.  9  is  located  near  tlie  hills  above  Woodlake  and  under 
the  Wutehumna  Canal.  A  very  steady  condition  is  shown  without  any 
noticeable  effect  of  either  draft  or  replenishment.  Well  701  is  nearer 
the  river  and  responds  to  the  conditions  of  run-off  and  pumping  draft 
with  less  lowering  than  in  other  areas  further  from  the  stream. 

Well  808  on  Fig.  9  is  near  Cottonwood  Creek  west  of  Woodlake  in  the 
vicinity  of  recent  pumping  development.  A  continuous  drop  is  shown. 
Well  231  is  located  west  of  Venice  Hills  in  an  area  whore  the  Venice 
Hills  may  intercept  the  natural  direction  of  replenishment.  Little  sea- 
sonal fluctuation  with  a  continuous  lowering  is  shown.  Well  1420  is  at 
the  western  edge  of  the  upper  canal  area.  There  is  little  local  pumping 
near  this  well  and  no  marked  effects  of  draft  or  replenishment  are 
shown. 

On  the  south  side  of  the  river  the  larger  pumping  area  is  located  in 
the  southeastern  part  of  town-hip  18  south,  range  26  east,  where  the 
development  is  relatively  complete.  The  upper  part  of  this  area 
receives  some  supply  from  the  Merryman  Ditch.  Yokohl  Creek,  whose 
mean  annual  discharge  has  been  previously  estimated  at  4000  acre-feet 
per  year,  traverses  this  area.  That  these  sources  of  supply  together  with 
such  movement  as  may  occur  from  Kaweah  River  channels  into  this  area 
have  not  beeen  sufficient  to  equal  the  draft  during  the  past  four  years, 
is  indicated  by  the  average  lowering  of  13  feet  in  the  water  levels  under 
3000  acres  of  the  heavier  pumping.  The  drop  in  1921  for  the  same  area 
averaged  nearly  four  feet.  The  draft  on  this  area  in  1921  was  esti- 
mated as  1.7  acre-feet  per  acre  of  gross  area.  2460  acres  being  irrigated. 
Statements  of  owners  indicate  that  the  lowering  of  the  water  table 
has  been  about  25  feet  in  the  past  11  years.  The  permanence  of  the 
present  development  in  this  area  appears  to  depend  on  securing  some 
substitute  source  of  supply  which  will  permit  the  pumping  draft  to  be 
reduced.  A  continuance  of  present  conditions  can  only  be  expected  to 
result  in  a  continued  lowering  of  the  water  table. 

In  Fig.  9  the  hydrograph  of  well  428  is  shown.  This  well  is  below 
the  Merryman  Ditch  in  an  area  where  pumping  is  heavy.  The  ground 
water  received  from  the  available  sources  of  replenishment  has  not  been 
sufficient  to  maintain  its  elevations  and  an  average  drop  per  year  of 
four  feet  is  shown. 

Area  of  Kaweah  Delta  West  of  Lindsay-Strathmore  Irrigation  District. 

The  pumping  in  this  area  is  largely  grouped  in  two  areas,  one  in  the 
north  portion  near  Exeter  and  one  in  the  south  portion  west  of  Lindsay. 
For  all  the  area  in  T.  19  S.,  R.  26  E.  included  in  this  area  the  average 
draft  in  1921  was  1.0  acre-feet  per  acre  with  an  average  lowering  of  2.0 
feet ;  for  the  six  sections  of  heaviest  pumping  the  draft  averaged  1.6 
acre-feet  per  acre  of  gross  area  with  a  lowering  of  2.2  feet.  In  T.  20  S., 
R.  26  E.  the  average  draft  for  the  whole  area  included  was  0.75  acre- 
feet  per  acre  of  gross  area  with  a  lowering  of  1.6  feet ;  for  the  nine 
sections  of  heaviest  pumping  the  draft  averaged  1.4  acre-feet  per  acre 
of  gross  area  with  an  average  lowering  of  1.9  feet.  The  total  lowering 
has  averaged  nine  feet  from  1917  to  1921  with  a  maximum  lowering 
west  of  Lindsay  of  over  30  feet.  The  average  lowering  for  the  two 
years  1920  and  1921  was  1.5  feet  per  year  as  compared  with  an  average 
annual  lowering  of  3.0  feet  for  the  two  previous  years.     In  1920  and 


WATER   RESOURCES    OF   TULARE    COUNTY.  85 

1921  the  run-off  of  Kaweah  River  lias  been  larger  than  in  1918  and 
1919  with  a  resulting  larger  amount  of  irrigation  on  adjacent  areas  on 
the  Kaweah  Delta,  the  draft  may  have  decreased  somewhat  due  to 
lessened  discharge  of  pumps  on  the  larger  lifts  or  due  to  more  careful 
use  of  water  and  the  increase  of  slope  into  the  area  from  the  vicinity  of 
Outside  Creek  may  have  resulted  in  some  increased  ground  water  move- 
ment into  the  area.  The  data  on  rise  of  the  ground  water  in  this  area 
during  the  winter  months  (Table  19)  shows  little  increase  in  such  rise 
in  1921.  The  decrease  in  the  rate  of  lowering  has  been  much  greater  in 
the  northern  portion  of  tliis  area  than  in  the  southern.  In  1920  and 
1921  the  average  lowering  in  T.  19  S.,  R.  26  E.  was  1.5  feet  and  in  1918 
and  1919,  3.6  feet.  In  T.  20  S.,  R,  26  E.  the  average  lowering  in  1920 
and  1921  was  1.5  feet  and  in  1918  and  1919,  2.4  feet.  The  area  around 
Exeter  appears  to  receive  more  direct  effects  from  run-off  than  the  area 
west  of  Lindsay.  As  1920  and  1921  had  a  run-off  equal  to  over  90  per 
c(nt  of  the  mean  annual  net  available  supply  a  continued  lowering  of 
the  ground  water  in  these  areas  is  to  be  expected  under  existing  con- 
ditions. 

In  Fig.  9  hydrographs  of  typical  wells  in  the  area  between  Exeter 
and  Lindsay  are  shown.  Well  433  is  south  of  Exeter  in  an  area  of 
heavy  pumping  with  some  use  under  the  Merryman  Canal  to  the  east 
and  under  the  Peoples  Ditch  to  the  west.  The  summer  draft  prevents 
any  summer  rise  showing  if  one  occurs.  A  winter  recovery  is  shown 
with  a  steady  lowering  in  each  year. 

Well  918  is  located  four  miles  south  of  Exeter  at  the  southern  edge 
of  the  heavy  pumping.  A  continuous  lowering  is  also  shown  by  this 
well.  Well  1311  is  west  of  Lindsay  in  an  area  distant  from  any  source 
of  supply.  As  the  local  pumping  is  less  than  in  other  parts  of  this  area 
the  lowering  while  continuous  lias  been  less  in  amount  than  in  wells 
433  and  918. 

AREAS  ADJACENT  TO   KAWEAH    DELTA. 
Areas  Along  the  Foothills  North  of  Kaweah  River  Areas. 

Well  readings  were  secured  as  far  north  as  the  north  line  of  township 
17  south  in  the  area  of  the  Alta  and  the  Foothill  irrigation  districts. 
The  areas  to  the  south  boundaries  of  these  two  districts  are  considered 
to  be  dependent  on  Kings  River  for  their  water  supply.  Kings  River 
water  is  now  obtained  by  the  Alta  district  and  the  ground  water  eon- 
tours  indicate  the  source  of  supply  of  the  ground  water  within  the 
district  is  from  the  northward.  The  areas  within  the  Foothill  district 
adjacent  to  the  Kaweah  areas  are  dependent  on  their  very  limited  local 
drainage  from  the  hills  behind  them.  As  such  areas  are  making  efforts 
to  secure  a  water  supply  from  Kings  River  no  detail  study  of  their 
local  supply  has  been  made.  It  would  appear,  however,  that  any  such 
local  source  of  supply  must  be  very  limited  and  sufficient  for  only  a 
very  limited  area. 

Well  R61,  Fig.  8,  is  in  the  Alta  Irrigation  District  and  west  of 
Seville.  A  continual  lowering  each  year  is  shown.  Well  R74  is  also 
in  the  Alta  district  and  reflects  more  definitely  the  effect  of  irrigation 
from  the  Alta  canals.  Well  R81  is  on  the  south  line  of  the  Alta  district 
and  south  of  Cottonwood  Creek.     A  small  but  steady  rise  is  shown. 


86  DEPARTMENT  OP  PUBLIC  WORKS. 

Well  R70,  Fig.  8,  is  located  in  the  Foothill  Irrigation  District  near 
the  edge  of  the  valley.     A  continual  lowering  due  to  pumping  is  shown. 

Cottonwood  Creek  Area. 

Pumping  for  local  irrigation  is  practiced  along  Cottonwood  Creek 
for  several  miles  above  Woodlake.  The  division  of  the  areas  dependent 
on  Cottonwood  Creek  from  the  area  dependent  on  Kaweah  River  for 
its  ground  water  supply  has  been  taken  somewhat  arbitrarily  as  the 
north  line  of  Sees.  25  and  26,  T.  17  S.,  R.  26  E.  There  is  some  area 
south  of  this  line  in  which  the  ground  water  may  be  derived  from  either 
or  both  sources. 

The  canvass  of  pumping  plants  was  carried  into  Sec.  27,  T.  16  S., 
R.  26  E.  A  total  area  of  3372  acres  of  orchard  and  vines  was  found 
to  be  irrigated  from  wells  drawing  on  Cottonwood  Creek  ground  water. 
Data  obtained  on  the  discharge  of  the  plants  and  the  time  of  operation 
indicates  uses  in  some  cases  exceeding  three  acre-feet  per  acre.  Assum- 
ing an  average  draft  of  2.5  acre-feet  per  acre  gives  a  total  draft  of 
8450  acre-feet  per  year.  Other  areas  above  those  covered  by  the  field 
canvass  on  which  some  water  may  be  used  are  not  included  in  the 
figures  given. 

The  estimated  mean  annual  discharge  of  Cottonwood  Creek  has  been 
given  previously  as  7000  acre-feet.  Neither  this  estimate  of  run-off  or 
that  of  the  present  draft  can  be  regarded  as  being  of  sufficient  accuracy 
to  warrant  reaching  a  definite  conclusion  on  the  extent  to  which  present 
draft  may  exceed  the  average  recharge.  Much  the  greater  portion  of 
the  run-off  of  Cottonwood  Creek  is  absorbed  within  this  area.  Both 
the  nature  of  the  formation  and  the  ground  water  contours  indicate 
that  this  area  lias  no  other  source  of  supply  except  Cottonwood  Creek. 

That  the  present  draft  is  relatively  heavy  in  this  area  is  also  indi- 
cated by  the  fluctuations  of  the  wells.  The  statements  of  owners 
indicate  that  the  water  table  has  fallen  from  15  to  25  feet  in  the  past 
eight  years,  the  larger  part  of  this  drop  occurring  since  1918  and  being 
more  marked  in  1921. 

The  only  direct  well  readings  available  are  for  three  wells  observed 
in  these  investigations.  For  those  in  the  main  valley  the  drop  from 
1920  to  1921  was  about  four  feet.  The  hydrograph  of  one  of  these 
wells,  R68,  is  given  in  Fig.  9.  The  run-off  of  the  creek  for  the  four 
seasons,  1918  to  1921,  was  probably  about  one-half  of  normal,  so  that 
such  lowering  may  be  due  to  deficiency  in  supply  rather  than  to  excess 
of  draft.  The  rate  of  draft  is  in  excess  of  one  acre-foot  per  acre  of 
total  area  of  creek  fill  which  exceeds  the  rate  of  draft  for  those  portions 
of  the  Kaweah  Delta  on  which  ground  water  elevations  are  being 
maintained. 

The  above  discussion,  while  indefinite  as  to  numerical  items,  indicates 
that  caution  should  be  used  in  increasing  the  draft  on  the  ground  water 
in  the  areas  which  depend  on  Cottonwood  Creek  for  their  recharge  until 
the  ability  of  such  ground  water  to  recover  has  been  actually  demon- 
strated by  experience  in  years  of  large  run-off. 


WATER    RESOURCES    OF    TULARE    COUNTY.  87 

Lewis  Creek  Area. 

This  area  includes  the  lands  along  the  edge  of  the  hills  between  the 
deltas  of  Kaweah  and  Tide  rivers  whose  only  directly  tributary  run-off 
is  that  of  Lewis  Creek  and  adjacent  minor  areas.  Nearly  all  of  the 
land  is  included  within  the  boundaries  of  the  Lindsay-Strathmore  Irri- 
gation District  which  receives  its  water  supply  by  pumping  from  areas 
adjacent  to  Kaweah  River.  There  are  some  lands  not  included  in  the 
district  which  depend  entirely  on  pumping  and  some  lands  within  the 
district  pump  from  their  own  wells  to  supplement  the  district  supply. 

Prior  to  the  organization  of  the  irrigation  district  the  pumping 
within  this  area  resulted  in  a  lowering  of  the  water  table  to  a  point 
where  the  quality  of  water  obtained  from  many  wells  became  unsuited 
for  use  in  irrigation.  Since  the  beginning  of  delivery  of  water  by  the 
district  many  wells  have  recovered  a  large  part  of  the  previous  drop, 
other  wells  where  local  pumping  has  continued  have  fluctuated  with  the 
extent  of  such  pumping.  The  experience  with  pumping  prior  to  191S 
definitely  demonstrates  that  the  locally  available  ground  water  supplies 
are  entirely  inadequate  for  the  needs  of  the  present  planted  area  and 
that  the  maintenance  of  the  existing  bearing  orchards  requires  an 
outside  source  of  water  supply. 

The  boundaries  of  this  area  as  discussed  here  were  determined  from 
the  ground  water  contour  map.  Map  2.  Lands  under  which  the  exist- 
ing ground  water  slopes  are  from  the  hills  rather  than  from  either 
Kaweah  or  Tule  River  sources  were  included.  The  area  which  would 
have  been  included  in  a  similar  classification  based  on  the  ground  water 
contours  as  they  probably  existed  before  any  pumping  was  practiced 
would  have  extended  further  to  the  west  as  the  effect  of  the  maximum 
lowering  of  the  ground  water  of  60  feet  or  more  in  this  vicinity  has  been 
to  change  the  natural  slope  and  direction  of  the  ground  water  contours 
and  to  create  an  artificial  slope  centering  in  the  area  of  greatest  lower- 
ing in  the  vicinity  of  Lindsay. 

The  estimated  mean  annual  run-off  of  Lewis  Creek  as  previously 
given  is  1500  acre-feet.  The  actual  run-off  varies  widely  in  different 
years  and  may  be  almost  negligible  in  amount,  in  years  of  small 
precipitation. 

The  data  available  on  the  water  used  within  this  area  are  shown  in 
Table  21.  The  figures  for  the  Lindsay-Strathmore  district  were  sup- 
plied by  the  district.  The  data  for  areas  outside  the  district  were 
secured  in  the  canvass  of  these  areas  made  in  these  investigations.  The 
estimated  draft  is  computed  as  an  average  of  2.5  acre-feet  per  acre 
based  on  the  estimated  average  pumping  draft  for  orchards.  This  is 
larger  than  the  water  supplied  per  acre  by  the  Lindsay-Strathmore 
district.  Where  obtainable  some  owners  within  the  district  are  supple- 
menting the  supply  received  from  the  district  with  additional  pumping 
from  wells. 

Both  the  nature  of  the  construction  of  the  district 's  canal  system  and 
the  records  of  delivery  indicate  a  very  small  seepage  loss  from  the  canal 
system.  In  irrigation  on  the  soils  within  the  district  much  difficulty 
is  experienced  in  securing  adequate  depth  of  moisture  penetration  and 
percolation  loss  would  be  expected  to  be  a  minimum.  The  present 
draft  over  this  area  appears  to  exceed  the  total  probable  recharge.     The 


88 


DEPARTMENT   OP   PUBLIC   WORKS. 

TABLE  21. 
Data  Relating  to  Use  of  Water  in  Lewis  Cr3ek  Area. 


1918 

1919 

1920 

1921 

Data  for  lands  within  Lindsay-Strathmore  Irrigation  District: 
Acres  irrigated 

7,904 
13,680 

13,157 

523 

3.8 

1.67 

9,300 

15,246 

14,684 

562 

2.7 

1.58 

9,371 

15.122 

14,329 

793 

5.2 

1.53 

9,400 
U3.567 

Total  acre-feet  pumped  .__   

[    Total  acre-feet  sold  . 

1    Conveyance  loss,  acre-feet 

[    Conveyance  loss,  per  cent 

Average  acre-feet  per  acre  sold 

Data  for  lands  not  included  within  boundaries  of  Lindsay-Strathmore 
Irrigation  District: 
Area  irrigated,  acres 

1,485 

Estimated  pumping  draft  total,  acre-feet 

3,700 

Note— Supplemental  pumping  for  lands  within  the  Lindsay-Strathmore  Irrigation  District  is  not  included  as  data 
on  the  area  served  and  amount  pumped  is  not  available. 
'Water  returned  to  Kaweah  River  is  not  included. 

well  records  within  the  area  indicate  a  general  rise  within  the  area 
served  by  the  district  during  the  last  four  years  since  the  pumping 
draft  has  been  reduced  by  the  use  of  outside  sources  of  supply  and  a 
lowering  on  the  parts  of  the  area  continuing  heavy  local  pumping. 

Wells  1216  and  1224  in  Fig.  9  are  typical  of  the  variations  shown 
by  wells  in  this  area.  Well  1216  is  east  of  Lindsay  in  the  area  supplied 
by  the  district.  A  continual  rise  since  1917  is  shown.  Well  1224  is 
located  north  of  Strathmore  outside  of  the  district  in  an  area  of  local 
pumping  and  shows  a  heavy  summer  draw  down  with  an  average 
lowering  of  about  three  feet  per  year. 

Lakeside  Ditch  Area. 

The  area  served  by  the  Lakeside  Ditch  lies  west  of  Cross  Creek  and  is 
not  a  part  of  the  Kaweali  Delta.  The  water  diverted  by  this  system  is 
considered  to  have  no  effect  on  the  ground  water  of  the  delta.  The 
area  served  is  adjacent  and  to  some  extent  overlaps  that  served  by 
ditches  diverting  from  Kings  River.  The  ground  water  is  relatively 
high  and  the  soil  conditions  less  favorable  as  a  whole  than  those  on  the 
Kaweah  Delta. 

The  records  of  diversions  show  that  the  Lakeside  Ditch  secured  about 
one-seventh  of  the  total  diversions  from  the  Kaweah  River  for  the 
period  covered  by  the  records  in  1917  and  about  one-fifth  in  1920  and 
1921.  The  average  diversion  appears  to  be  about  45,000  acre-feet  per 
year.  This  water  accomplished  less  useful  results  than  that  diverted 
on  other  parts  of  the  Kaweah  Delta  as  it  is  used  in  an  area  having  an 
excess  present  ground  water  supply  and  is  not  available  for  replenish- 
ment of  ground  water  on  the  Kaweah  Delta.  Any  means  which  would 
result  in  the  transfer  of  all  or  part  of  the  water  now  diverted  by  the 
Lakeside  Ditch  for  use  on  areas  on  the  Kaweah  Delta  where  develop- 
ment has  exceeded  the  ground  water  supplies  would  increase  the  bene- 
ficial results  obtained  from  the  Kaweah  River  run-off.  A  larger  use 
of  pumping  within  the  Lakeside  Ditch  area  would  permit  the  transfer 
of  at  least  part  of  the  present  use  without  reduction  in  the  area  now 
irrigated.  Such  pumping  might  also  be  of  benefit  by  lowering  the 
ground  water  in  those  areas  under  the  Lakeside  Ditch  where  it  is  now 
too  high. 


WATER   RESOURCES    OF    TULARE    COUNTY.  89 

Well  R53  in  Fig.  8  is  located  just  east  of  Cross  Creek  across  from 
the  area  served  by  the  Lakeside  Ditch.  There  is  some  summer  rise  due 
to  flow  in  Cross  Creek  or  the  adjacent  irrigation.  There  is  very  little 
local  pumping  near  this  well. 

Corcoran  Irrigation  District. 

The  Corcoran  Irrigation  District  receives  water  through  the  Lake 
Lands  Canal  which  diverts  from  Kings  River  and  uses  Cross  Creek 
for  a  portion  of  its  length.  This  use  of  the  Lake  Lands  Canal  began 
in  1918.  Fluctuations  of  wells  within  the  Corcoran  district  are 
illustrated  by  AVell  R50,  Fig.  8,  which  shows  very  little  change  at  any 
time  during  1921.  Well  C8A  in  Fig.  8  is  a  shallow  well  which  shows 
some  response  to  the  district's  canal  use  in  June,  1921.  Well  C7  is  a 
deep  well  near  Well  C8A.  Its  very  different  cycle  and  the  lowering 
from  February,  1921,  to  February,  1922,  are  noticeable  in  comparison 
with  the  shallow  well  C8A. 

Conditions  in  this  area  do  not  appear  favorable  for  securing  depend- 
able or  adequate  ground  water  supplies  from  shallow  wells.  Larger 
yields  might  be  secured  from  deeper  wells  but  the  sensitiveness  of  such 
strata  to  pumping  either  locally  or  to  the  east  and  the  large  cost  of  such 
deep  wells  make  extensive  development  of  such  sources  appear 
hazardous.  The  area  is  probably  still  within  what  might  be  considered 
to  be  the  Kaweah  Delta  but  represents  those  portions  previously  dis- 
cussed in  connection  witli  the  formation  of  the  delta  where  the  more 
shallow  water  strata  become  less  pervious. 


90  DEPARTMENT  OF  PUBLIC  WORKS. 

Chapter  V. 

KAWEAH  RIVER  STORAGE  SITES. 

Present  uses  from  Kaweah  River  will  largely  control  any  possible 
storage  on  this  stream.  Any  storage  affecting  the  run-off  to  an  extent 
which  would  affect  or  interfere  with  present  diversions  would  involve 
adjustments  with  such  present  uses. 

The  study  of  the  extent  and  feasibility  of  storage  has  been 
approached  first  from  the  point  of  view  of  its  feasibility  without  con- 
sideration of  present  developments  and  second  from  the  point  of  view 
of  existing  uses.  The  first  point  of  view  is  that  which  would  govern 
if  there  were  no  present  uses  to  be  considered  and  if  the  use  of  the 
available  water  supply  could  lie  approached  as  a  new  development  to 
be  planned  for  the  maximum  use  of  the  water  resources.  It  represents 
a  somewhat  ideal  type  of  development,  any  falling  short  of  this  ideal 
measures  the  disadvantage  of  present  development  in  restricting  the 
attainment  of  such  ideal.  The  second  point  of  view  represents  the 
additional  developments  which  it  may  be  feasible  to  make  without 
injury  to  present  uses. 

AVAILABLE   STORAGE   SITES. 

To  regulate  the  run-off  of  a  stream  for  irrigation,  a  reservoir  site 
should  be  located  so  as  to  receive  the  run-off  of  practically  all  of  the 
drainage  area.  In  addition  it  should  be  water  tight  and  of  reasonable 
construction  cost.  The  drainage  area  of  the  Kaweah  River  is  generally 
rugged ;  except  for  small  areas  at  the  top  of  the  drainage  the  grades  of 
the  streams  are  steep  and  without  basins  available  for  use  as  reservoirs. 
The  mountain  meadows  in  the  upper  portions  may  be  sufficient  to 
furnish  storage  for  their  local  drainage  areas  but  the  total  extent  of 
such  storage  available  is  entirely  inadequate  to  control  the  stream  as  a 
whole.  Any  site  above  Three  Rivers  could  control  only  the  fork  on 
which  it  might  be  situated. 

The  only  reservoir  site  meeting  the  requirements  for  full  control  of 
the  stream  is  the  one  known  locally  as  the  Ward  or  the  Homer's  Grade 
site,  the  dam  site  of  which  is  located  about  three  miles  below  Three 
Rivers.  Practically  the  entire  run-off  of  the  drainage  area  passes 
through  this  site.  The  foundation  at  the  dam  site  is  of  good  quality. 
The  capacity  which  can  be  stored  is  adequate  for  the  practical  regu- 
lation of  the  stream.     All  elements  except  cost  are  favorable. 

A  survey  of  this  site  to  a  capacity  of  65,000  acre-feet  was  made  by 
H.  II.  Holley  in  1908 ;  the  maps  and  reports  have  been  made  available 
in  these  investigations.  .  In  1917  a  survey  was  made  to  a  capacity  of 
340,000  acre-feet  under  the  supervision  of  G.  B.  Sturgeon,  consulting 
engineer.  The  maps  of  this  survey  have  also  been  made  available. 
The  results  of  these  surveys  are  shown  on  Map  5'.  The  area  and 
capacity  curves  are  shown  in  Fig.  10.  The  two  surveys  are  in  prac- 
tical   agreement    in    the    portion    covered    by    both.     The    survey    by 


WATER   RESOURCES   OF   TULARE    COUNTY. 


91 


Mr.  Sturgeon  covers  sufficient  storage  capacity  for  any  feasible  devel- 
opment on  this  stream. 

The  formation  at  the  dam  site  is  granitic,  rock  being  exposed  on  parts 
of  both  sides  and  apparently  at  relatively  small  depth  in  the  stream 
channels.  No  borings  have  been  made  and  the  actual  depth  of  strip- 
ping which  would  be  required  is  in  consequence  uncertain.  The 
amounts  used  in  the  estimates  are  thought  to  be  adequate  and  probably 
in  excess  of  the  amount  which  would  actually  have  to  be  used. 

Area  -  Acres. 


900 


850 


800 


to 
%750 


700 


650 


sc 

0            10 

OO            15 

00 

20 

OO            25 

OO           30 

TO           3f 

OO 

ft 

'  _^r    ^r 

A\l 

w 

Ac 

4 

xff 

100 

ooo 

ZOO 

OOO 

300 

OOO 

Capacity  -    Acre-feet 

/V&/0-    s4r#&    owe/  Ca/x?&//y    Ctryes    for  Were/ 

rJesery&/r   S//&  o/p  Aoy/e^  /Ti/er. 

On  the  north  side  of  the  river  channel  the  exposed  rock  dips  sharply 
at  the  river's  edge.  On  the  south  side  some  nearly  level  ledge  appears 
to  cross  the  river  at  small  depths.  There  is  very  little  overburden  on 
the  north  slope ;  the  amount  on  the  south  slope,  while  larger,  is  rela- 
tively small,  rock  being  exposed  at  intervals  on  the  slope. 

The  type  of  dam  which  might  be  built  at  this  site  will  depend  on  the 
height  to  be  used.  For  capacities  in  excess  of  100,000  acre-feet  the 
length  of  crest  exceeds  1400  feet  and  the  height  150  feet  so  that  a 
straight  gravity  section  masonry  dam  is  considered  preferable.  For 
smaller  capacities  there  might  be  some  saving  in  cost  from  the  use  of 
arch  type  dams.  The  spillway  would  be  located  at  the  dam  either  by 
direct  discharge  over  a  portion  of  the  crest  for  heights  up  to  150  or 


92 


DEPARTMENT    OP    PUBLIC    WORKS. 


possibly  200  feet  and  for  greater  heights  by  a  side  channel  at  either 
end  of  the  dam  in  which  the  surplus  flow  would  be  carried  sufficiently 
far  away  from  the  dam  to  be  returned  to  the  river  without  damage  to 
the  dam  itself. 

The  reservoir  site  is  principally  unused  land  of  relatively  low  value. 
The  cost  of  acquiring  such  lands  has  been  included  in  the  estimates  of 
cost.  The  paved  highway  now  passing  through  the  site  would  require 
relocation ;  cost  of  such  changes  is  also  included. 

Estimates  of  cost  have  been  prepared  for  different  heights  of  dam. 
The  cubic  yards  of  concrete  were  obtained  from  the  center  line  profile 
with  the  estimated  depths  of  stripping  included.  An  estimated  cost  of 
$8  per  cubic  yard  was  used  for  the  concrete  with  $1.50  per  cubic  yard 
for  the  stripping.  Items  for  handling  the  river  during  construction, 
for  key  walls  and  for  outlets  for  the  different  sizes  of  dams  were 
included  in  the  estimates.  An  allowance  of  15  per  cent  for  engineering 
and  contingencies  was  added  to  the  other  items.  The  cost  of  concrete 
varied  from  80  to  90  per  cent  of  the  estimated  total  cost  of  the  reservoir. 


Plate  VI,  Figure  A.  General  View  of 
North  End  of  Dam  Site  at  Ward  Res- 
ervoir  Site  on   Kaweah  River. 


WATER   RESOURCES    OF   TULARE    COUNTY. 


93 


Plate  VI,  Figure  B.     Detail  View  of  Character  of  Rock  on  North  End  of  Dam  Site 

at  Ward  Reservoir  Site  on  Kaweah  River. 

Estimates  of  total  cost  were  made  for  six  capacities  varying  from 
15,000  to  300,000  acre-feet.  The  results  were  plotted  against  the 
capacities  and  the  resulting  curve  (Fig.  11)  used  to  estimate  the  cost 
for  other  capacities.  The  estimated  cost  per  acre-foot  of  total  capacity 
is  also  shown  in  Fig.  11. 

Fig.  11  indicates  that  even  with  300,000  acre-feet  capacity  the 
average  cost  per  acre-foot  would  be  $40  and  that  for  capacities  of 
100.000  to  200,000  acre-feet  costs  of  $50  per  acre-foot  are  to  be 
expected.  Below  a  capacity  of  100,000  acre-feet  the  cost  per  acre-foot 
increases  rapidly.  The  estimated  costs  are  thought  to  be  sufficiently 
high  to  cover  probable  actual  costs.  The  actual  cost  might  be  somewhat 
lower  than  the  estimate  if  the  amount  of  stripping  required  is  smaller 
than  that  estimated  or  if  the  concrete  can  be  placed  for  less  than  $8 
per  cubic  yard. 

The  estimated  costs  per  acre-foot  of  capacity  are  higher  for  this  site 
than  for  the  available  sites  on  either  the  Kings  or  Kern  rivers.  The 
dam  site  here  is  similar  to  that  on  Kern  River  at  Isabella  but  the 
reservoir  is  narrower  and  steeper  so  that  much  higher  dams  are 
required  for  the  same  capacity  on  the  Kaweah  River. 

Economical  Size  of  Storage. 

The  .extent  to  which  a  reservoir  can  be  utilized  depends  on  its 
capacity  in  relation  to  the  run-off  of  the  stream.  A  reservoir  of  small 
capacity  can  be  filled  each  year  and  100  per  cent  service  secured.  A 
large  reservoir  may  be  filled  only  in  years  of  excessive  run-off  and  the 
use  of  the  water  stored  may  be  extended  over  the  following  season. 
For  such  large  reservoirs  the  average  amount  of  storage  used  per  year 
may  be  only  a  small  part  of  the  total  capacity.  The  extent  to  which 
it  may  be  economical  to  construct  a  reservoir  on  any  stream  depends 
on  the  cost  of  construction  and  the  extent  of  use  obtained. 


94 


DEPARTMENT   OF   PUBLIC   WORKS. 


Estimated   Cost  per  Ac  re- foot   -   Dollars. 


Estimated  Total  Cost  -     Millions   of  Dollars. 


Fig.  11.    Curves  showing  relation  of  estimated  costs  to  capacity   for  Ward  Reservoir  Site  on 

Kawt-ah  River. 

The  mean  annual  discharge  of  the  Kaweali  River  is  about  450,000 
acre-feet.  To  secure  a  regulated  supply  of  this  amount  would  require 
a  storage  capacity  sufficient  to  enable  the  flow  of  excess  years  to  be 
carried  forward  for  dry  years.  A  sufficient  amount  of  storage  to  fully 
regulate  the  entire  flow  in  all  years  would  obviously  cost  in  excess  of 
the  benefits  derived.  Trials  of  different  rates  of  use  and  the  shortages 
that  would  result  with  different  storage  capacities  were  made  and  the 
conclusion  reached  that  the  largest  feasible  development  would  consist 
of  a  regulated  supply  totaling  375,000  aere-feet  per  year  or  five-sixths 
of  the  mean  annual  run-off. 

The  extent  of  storage  required  to  support  any  given  water  supply 
will  depend  on  the  difference  between  the  actual  run-off  in  any  month 
and  the  requirement  in  that  month.  The  proportion  of  the  total 
annual  supply  needed  for  irrigation  in  any  month  depends  on  the  crops 
and  climate.  The  distribution  of  the  use  throughout  the  year,  usually 
called  the  seasonal  use,  has  been  estimated  as  follows : 

Seasonal  Use. 

Present  seasonal  use  in  diversions  from  the  Kaweali  and  Tule  rivers 
is  of  little  guidance  as  to  desired  use  as  the  canals  are  controlled  by 
conditions  of  run-off  rather  than  of  demand. 

On  the  Kaweah  River,  the  proportion  of  future  crops  is  subject  to 
much  uncertainty.  The  present  tendency  is  toward  trees  and  vines, 
these  crops  having  increased  materially  in  recent  years.  Of  50,000 
acres  served  by  pumps  canvassed  in  1920,  20  per  cent  were  orchard,  40 
per  cent  alfalfa  and  40  per  cent  grain,  corn  and  miscellaneous.  This 
covers  the  outer  and  lower  portion  of  the  area  where  the  proportion  of 
orchard  would  be  expected  to  be  less  than  the  average.  For  all  lands 
served  from  Kaweah  River  it  has  been  assumed  that  40  per  cent  will  be 
orchards  and  vines,  35  per  cent  alfalfa  and  25  per  cent  grain  or  summer 
crops. 


WATER   RESOURCES    OF    TULARE    COUNTY. 


95 


Plate  VII,  Figure  A.     General  View  of  Ward  Reservoir  Site  on  Kaweah  River. 


Plate  VII,  Figure  B.      South  End  of  Dam   Site  at  Ward  Reservoir  Site  on  Kaweah 

River. 

The  proportion  of  the  use  for  each  of  these  types  of  crops  in  each 
month  has  been  estimated  by  comparison  with  the  data  given  in 
Bulletin  9  of  this  department  on  seasonal  use  in  Kern  County  which  is 
largely  applicable  here  and  by  the  seasonal  use  under  pumping  plants 
in  Tulare  County  where  the  draft  in  each  month  is  representative  of 
the  demand.  The  Kaweah  Delta  data  used  and  the  conclusions  drawn 
are  shown  in  Table  22. 


96 


DEPARTMENT   OF   PUBLIC   WORKS. 


The  length  of  season  during  which  direct  irrigation  service  will  be 
attempted  will  materially  affect  the  water  supply  both  of  use  and  as 
available  for  storage.  Diversions  now  continue  during  a'd  months  of 
the  season  when  water  is  available.  With  storage  it  is  considered  that 
better  results  will  be  secured  by  confining  the  use  to  the  months  of 
.March  to  October.  Any  excess  flow  in  other  months  could  be  used  by 
diversion  but  will  be  of  rare  occurrence  with  any  large  storage  capacity. 
Such  a.  limitation  of  season  would  largely  eliminate  grain  as  an 
irrigated  crop. 

TABLE  22. 

Seasonal  Use  on  Kaweah  Delta.    Actual  Use  under  Pumping  Plants  and  Estimated  Use  Adjusted  to  Regulation  of  the 

River  by  Storage. 


Month 


January 

February. . 

March 

April 

May 

June 

July 

August 

September. 

October 

November. 
December.. 


Totals. 


Per  cent  of  total  use  for  the  season,  occurring  in  each  month 


Kaweah  Delta  pumping  plants 


From  32 
pumps 
serving 
alfalfa 


1 
1 
2 
G 

12 
15 
17 
17 
14 
11 
4 


100 


From  13 
pumps  serving 
deciduous 
orchards 
and  vines 


1 
2 
3 
15 
21 
20 
17 
12 


100 


From  26 
pumps 

serving 
citrus 


1 

2 

2 

9 

14 

12 

14 

14 

12 

9 

7 

4 


100 


From  22 

pumps 

serving 

mixed  crops 


1 

4 

15 

16 

17 

17 

14 

11 

4 

1 


100 


Weighted 
mean 
for  all 
crops 


1 

2 

6 

14 

16 

17 

16 

14 

10 

4 


100 


Estimated 

seasonal 

use 

adapted  to 
storage 


5 

10 
20 
20 
18 
14 
10 
3 


100 


TABLE  23. 
Estimated  Maximum  Rate  of  Use  from  Kaweah  River  Run-off  Which  Can  Be  Supported  by  Storage. 


Month 

Per  cent  of  total 
use  for  season 

Total  acre-feet 

Mean  second-feet 
during  month 

March  ...  

5 
10 
20 
20 
18 
14 
10 

3 

20,000 
40,000 
75,000 
75,000 
70,000 
50.000 
35,000 
10,000 

32.5 

April 

675 

May ...     ._  _      ._       _____ 

1,225 

June 

1.250 

July 

1,150 

August __     ___     _     

September.   .  

October .  _   _   

800 
600 
160 

Totals 

100 

375,000 

The  final  column  in  Table  22  shows  the  estimated  requirement  finally 
used.  The  use  in  April  to  June  is  increased  and  that  in  the  late  season 
decreased  so  as  to  give  more  use  of  direct  flow  with  a  smaller  storage 
requirement.  The  estimated  mean  used  would  furnish  an  entirely 
adequate  distribution  of  supply  for  this  area. 

The  preliminary  study  of  storage  indicated  that  there  would  be 
average  shortages  of  3-1,000  acre-feet  per  year  in  an  attempted  supply 
of  405,000  acre-feet  with  200,000  acre-feet  of  storage.  Reducing  the 
attempted  supply  to  375,000  acre-feet  would  result  in  a  corresponding 
reduction  in  shortages  in  about  one-half  of  the  years.  For  final  figures 
a  use  adjusted  by  months  as  above  with  a  total  for  the  season  of  375,000 
acre-feet  has  been  used.     The  results  are  shown  in  Table  23. 


WATER   RESOURCES   OP    TULARE    COUNTY. 


97 


Use  of  Storage. 

The  run-off  records  since  1903  were  used  to  estimate  the  extent  to 
•which  the  regulated  supply  of  375,000  acre-feet  could  be  supported  by 
different  amounts  of  storage.  The  run-off  for  each  month  was  com- 
pared with  the  demand,  the  excess  of  run-off  over  demand  being  avail- 
able for  storage  and  the  deficiency  being  required  from  storage.  All 
now  from  November  to  February,  inclusive,  was  considered  as  available 
for  storage.  Different  reservoir  capacities  were  then  tried,  the  supply 
available  for  storage  being  considered  as  placed  in  the  reservoir  until 
its  capacity  was  reached,  the  excess  over  its  capacity  being  considered 
as  unused  water.  The  demands  for  storage  were  met  from  the  supply 
previously  stored ;  where  such  demands  exceeded  the  stored  supply 
the  difference  represents  a  shortage  in  the  supply.  In  years  of  excess 
run-off  the  demand  for  storage  is  small  and  the  reservoir  can  be  carried 
forward  partly  filled.  In  dry  years  the  supply  for  storage  is  less  than 
the  demand  unless  there  has  been  sufficient  storage  carried  forward 
from  previous  years.  There  will  be  fewer  shortages  with  the  larger 
reservoir  capacities ;  their  economy  will  depend  on  the  frequency  of  the 
use  of  such  larger  capacities  in  relation  to  their  costs. 

TABLE  24. 
Summary  of  Estimated  Use  and  Costs  of  Storage  at  Ward  Reservoir  Site  on  Kaweah  River  Supporting  an  Annual 

Irrigation  Draft  of  375,000  Acre-feet. 


Estimated 

Average 

Estimated 

Estimated 

Increase 

cost  per 

Estimated 

storage 

average 

cost  per 

in  storage 

Increase 

acre-foot 

Constructed 

total 

used 

cost  per 

acre-foot 

used 

in 

of  increased 

capacity 

cost 

annually 

acre-foot  of 

of  storage 

annually 

estimated 

in  storage 

acre-feet 

constructed 
capacity 

used 
annually 

acre-feet 

cost 

used 
annually 

50,000  acre-feet__. 

$3,600,000 

48,000 

J72 

$75 

100,000  acre-feet. ._ 

5,700,000 

79,000 

57 

72 

31,000 

$2,100,000 

$68 

150,000  acre-feet. _. 

7,500,000 

97,000 

50 

77 

18,000 

1,800,000 

100 

200,000  acre-feet-.. 

9,500,000 

109,000 

48 

87 

12.000 

2,000,000 

167 

250,000  acre-feet  _. . 

11.100.000 

115,000 

44 

96 

6,000 

1,600.000 

267 

300,000  acre-feet .-- 

12,700,000 

1211.000 

40 

106 

5,000 

1,600,000 

320 

The  results  of  such  computations  for  different  storage  capacities  are 
shown  in  Table  24  and  Fig.  12.  For  capacities  up  to  50,000  acre-feet 
per  year  practically  full  use  can  be  secured.  For  larger  capacities  the 
average  use  is  relatively  less:  with  300,000  acre-feet  capacity  an  average 
use  of  only  120,000  acre-feet  per  year  would  be  secured. 

AVhile  the  average  cost  per  acre-foot  of  constructed  capacity  decreases 
with  the  larger  sizes  of  reservoirs,  the  less  frequent  use  of  the  upper 
portions  of  such  larger  capacities  results  in  an  increased  cost  per  acre- 
foot  of  capacity  actually  used.  The  increase  in  capacity  from  50,000 
to  100,000  acre-feet  would  result  in  an  increased  average  annual  use 
of  31,000  acre-feet  of  storage;  the  same  amount  of  increase  from 
250,000  to  300,000  acre-feet  of  capacity  would  make  available  an 
increase  in  average  annual  use  of  only  5000  acre-feet. 

The  cost  which  it  may  be  feasible  to  expend  for  useful  storage  varies 
with  the  crop  on  which  the  storage  is  to  be  used  and  no  rigid  limit  can 
be  set.  It  is  considered  that  storage  costing  in  excess  of  $150  per  acre- 
foot  of  average  annual  use  is  above  any  limit  now  feasible  or  which 
Avill  be  feasible  for  as  far  into  the  future  as  it  is  possible  to  plan  at 
the  present  time.     It  is  not  thought  that  sufficient  use  can  be  secured 

7 — 21044 


98 


DEPARTMENT    OP    PUBLIC    WORKS. 


300.000 


^LSOfiOO 

1 

K 

(j  ioopod 
S  ISOfiOO 

0 
ft 

§• 

fj    /OOfiOO 

r   safloo 
O 

^0 


j 

• 

V 

r 

j^ 

■ 

0  ^r 0.000 

Mean   Annua/    U^se 


/00.000  /SO.000 

from   Storaa  e  'A  ere  -feet. 


Hg.lZ.  /fetation   of  Storage    t/^&cf  to 

Constructed    Capac/fy    from    fTeserw/rs 
0/7  rfc?id/enn   reiver    *5uppcrt/nq    an 
Ann  is  at    frriaat/on    Or&ff   of^ 
J7S.O00    A  ere -feet. 

from  a  reservoir  in  excess  of  150,000  acre-feet  capacity  to  warrant  its 
construction. 

Some  shortages  in  supply  would  result  even  with  300,000  acre-feet 
of  storage  capacity.  The  extent  of  shortages  that  would  have  occurred 
from  1903  to  date  are  shown  in  Table  25. 

Table  25  indicates  that  with  only  100,000  acre-feet  of  storage 
capacity  there  would  be  shortages  in  supply  in  thirteen  years  of  the 
eighteen  years  on  record  and  that  the  regulated  supply  which  could  be 
maintained  with  this  storage  should  be  less  than  the  375,000  acre-feet 
per  year  on  which  Table  25  is  based. 

With  150,000  acre-feet  of  storage,  shortages  are  eliminated  or 
reduced  in  nine  years  of  the  thirteen  giving  shortages  with  100,000 
acre-feet  of  storage.  The  increase  of  50,000  acre-feet  of  storage 
capacity  results  in  an  increased  average  use  of  storage  of  18,000'  acre- 
feet  per  year  or  36  per  cent  of  the  increased  storage  capacity.  As  this 
increased  capacity  would  be  used  in  whole  or  in  part  in  one-half  of  the 
years  of  record,  its  construction  is  considered  desirable  even  at  the 
relatively  high  costs  per  acre-foot  of  storage  used  as  previously  given. 


WATER   RESOURCES    OF    TULARE    COUNTY. 


99 


TABLE  25. 
Shortage  in  Regulated  Irrigation  Supply  of  375,000  Acre-feet  with  Storage  of  Different  Capacities  on  Kaweah  River. 

Shortages  in  acre-feet. 


Storage  capacity  of 

Season 

100,000 
acre-feet 

150,000 
acre-feet 

200,000 
acre-feet 

300,000 
acre-feet 

1903-04 

35,000 
44,700 

1904-05 

30,600 

1905-06 

1906-07 

1907-08 

97,300 

47,300 

1908-09 

1909-10 

82,100 

32,100 

1910-11 

1911-12 

162,100 

153,500 

10,300 

21,900 

112,100 
153,500 

62,100 
153,500 

1912-13 

115,600 

1913-14 

1914-15 

1915-16 

1916-17.... 

20  100 

135.400 

101  800 

31,500 

31,500 

1917-18.. 

105,500 

101,800 

7,600 

20,100 

55,500 

101.800 

7,600 

20,100 

1918-19 

57,300 

1919-20 

1920-21 , 

7,600 
20,100 

Mean ..  .     

52,000 

34,000 

22,000 

11,000 

With  200.000  acre-feet  of  storage  capacity  shortages  occurring  in 
three  years  with  150,000  acre-feet  of  storage  capacity  are  removed  and 
those  in  two  additional  years  reduced.  The  average  use  of  the  increase 
in  capacity  is  24  per  cent.  With  a  reservoir  of  low  cost  per  acre-foot  of 
capacity  construction  to  200,000  acre-feet  would  be  desirable  for  this 
extent  of  usefulness.  For  the  estimated  costs  previously  given  the 
cost  of  the  use  secured  from  this  increased  capacity  is  considered  higher 
than  its  present  value  and  a  capacity  above  150,000  acre-feet  is  not 
recommended. 

With  300,000  acre-feet  of  storage  capacity  the  increase  over  200,000 
acre-feet  would  have  been  used  only  twice  in  eighteen  years.  To 
entirely  eliminate  shortages  would  require  a  storage  capacity  of  415,000 
acre-feet.  With  storage  capacities  above  150,000  acre-feet  it  would  be 
preferable  to  undertake  to  obtain  a  somewhat  larger  regulated  supply 
even  with  the  resulting  shortages  in  order  to  have  a  larger  use  over 
which  to  distribute  the  increased  storage  costs. 

The  table  showing  shortages  in  the  regulated  supply  since  1903 
brings  out  the  conditions  on  the  Kaweah  River  which  make  unusually 
expensive  the  regulation  of  the  supply  so  as  to  entirely  prevent 
shortages.  With  150,000  acre-feet  of  storage  the  only  shortages  which 
exceed  15  per  cent  of  the  season 's  supply  occur  where  there  are  at  least 
two  dry  years  in  succession.  To  meet  such  conditions  stored  water 
would  have  to  be  carried  forward  from  previous  years.  The  shortage 
in  1913  would  have  to  be  met  with  storage  carried  forward  from  1909, 
that  in  1919  from  water  stored  in  1916.  To  reduce  the  regulated  sup- 
ply so  that  no  shortages  would  occur  in  such  series  of  dry  years  would 
result  in  a  large  increase  in  the  unused  water  in  other  years. 


100 


DEPARTMENT   OP   PUBLIC   WORKS. 


The  records  of  run-off  in  Table  1  show  the  past  four  years  to  have 
been  the  longest  period  of  record  between  years  of  more  than  average 
run-off.  The  river  discharge  has  been  below  normal  since  1917. 
There  have  been  no  previous  periods  since  1903  when  more  than  two 
dry  years  have  occurred  between  years  of  more  than  normal  run-off. 

The  storage  studies  discussed  have  been  based  on  the  records  of 
run-off  since  1903.  In  the  discussion  of  water  supply  it  has  been 
shown  that  the  precipitation  during  this  period  has  exceeded  the 
average  since  1890.  The  precipitation  records  do  not  furnish  a  basis 
from  which  the  monthly  run-off  and  the  performance  with  storage  can 
be  estimated  for  the  period  1890  to  1903,  they  do,  however,  indicate  an 
average  run-off  from  1890  to  1903  of  about  10  per  cent  less  than  that 
from  1903  to  date.  There  appears  to  have  been  a  series  of  dry  years 
in  succession  from  1898  to  1900  with  fully  as  low  a  run-off  as  the  period 
1918  to  1920.  It  is  probable  that  the  shortages  in  the  supply  as  regu- 
lated by  storage  from  1890  to  1903  would  have  averaged  somewhat 
greater  than  those  since  1903. 

Evaporation  Losses. 

The  above  computations  and  discussion  have  been  based  on  the  flow 
at  the  reservoir  site  without  making  any  allowances  for  evaporation 
losses.  Computations  were  made  for  the  storage  obtained  with  200,000 
acre-feet  of  storage  capacity  for  the  evaporation  which  would  have 
occurred  during  the  eighteen  years  period  of  record.  The  estimated 
rate  of  evaporation  is  shown  in  Table  26. 


TABLE  26. 
Estimated  Evaporation  from  Reservoir  at  Ward  Site  on  Kaweah  River. 


Month 

Estimated  gross 

depth  of  evaporation 

in  feet 

Estimated  mean 

depth  of  rainfall 

in  feet 

Estimated  net 

depth  of  evaporation 

in  feet 

October _ 

0.30 
0.16 
0.10 
0.10 
0.12 
0.20 
0.30 
0.50 
0.60 
0.65 
0.55 
0.55 

0.07 
0.16 
0.17 
0.31 
0.29 
0.34 
0.16 
0.12 
0.01 
0 
0 
0.05 

0.23 

November                            

0 

—0.07 

January  .                  

—0.21 

February                                   -  - 

—0.17 

March 

—0.14 

April                                      

0.14 

May 

0.38 

June .-                       

0.59 

July                                               -- 

0.65 

August 

0.55 

September.  .  _  .       

0.50 

Totals..               

4.13 

1.68 

2.45 

The  estimate  of  gross  depth  of  evaporation  is  based  on  data  collected 
for  and  discussed  in  the  Kern  County  Investigations,  Bulletin  9,  of  this 
Department,  the  most  directly  applicable  data  being  that  from  Tulare 
Lake.  The  estimated  rainfall  is  that  of  Lemon  Cove,  increased  by  20 
per  cent  due  to  the  increase  in  elevation  at  the  reservoir.  The  estimate 
indicates  an  actual  gain  by  rainfall  during  the  winter  months. 

For  the  estimated  stage  of  the  reservoir  in  each  month  the  corres- 
ponding area  of  water  surface  was  used  to  give  the  total  evaporation. 
The  monthly  losses  were  summed  for  the  years.     For  the  200,000  acre- 


WATER   RESOURCES    OP   TULARE   COUNTY. 


101 


foot,  capacity  the  average  total  annual  evaporation  loss  for  the  eighteen 
years  of  record  was  3000  acre-feet,  the  maximum  heing  5400  acre-feet 
in  1906  when  the  reservoir  was  full  nearly  the  whole  season  and  the 
minimum  zero  in  1913  when  there  was  practically  no  flow  available  for 
storage.  Much  of  the  loss  as  figured  could  be  replaced  from  excess  or 
unused  water  in  years  when  such  excess  flow  occurred  so  that  the  actual 
net  loss  to  the  regulated  supply  was  an  average  of  only  700  acre-feet 
per  year.  As  this  item  was  very  small  in  proportion  to  the  total  supply 
it  has  been  neglected  and  evaporation  has  not  been  considered  for  the 
other  storage  capacities  studied. 

Summary  of  Use  Obtainable  from  Storage. 

A  summary  of  the  run-off  and  use  for  each  year  since  1903  that  could 
have  been  secured  from  the  Kaweah  River  for  an  irrigation  use  of 
375,000  acre-feet,  supported  by  150,000  acre-feet  of  storage  capacity, 
is  shown  in  Table  27.  This  extent  of  use  and  storage  capacity  are  con- 
sidered to  be  the  most  economical  for  regulation  of  the  run-off  of  the 
Kaweah  River  by  storage  if  present  conditions  of  use  should  be  changed 
to  those  of  a  regulated  supply. 

TABLE  27. 

Summary  of  Water  Supply  Available  from  Kaweah  River  With  a  Demand  of  375,000  Acre-feet  Supported  by  150,000 

Acre-feet  of  Storage  Capacity. 


Thousand  of  acre-feet.    Year  from  Nov.  1  to  Oct.  31. 

Year 

Unregu- 
lated 
run-off 

Runoff 
used 
directly 
without 
storage 

Runoff 
available 

for 
storage 

Supply 
required 

from 
storage 

Storage  in 

reservoir 

at  end  of 

season 

Shortage 

in 

irrigation 

supply 

Water 

used 

from 

storage 

Runoff  in 
excess  of 
irrigation 
demand 

1909-03 

35 

35 

0 

118 

76 

0 

83 

0 

58 

0 

0 

40 

28 

86 

30 

0 

0 

3 

0 

1903-04 

402 
309 
1,093 
593 
252 
800 
408 
546 
205 
222 
487 
368 
779 
455 
236 
282 
378 
368 

239 
239 
343 
301 
178 
308 
193 
283 
182 
203 
265 
253 
302 
255 
198 
184 
248 
241 

163 

70 

750 

292 

74 

492 

216 

264 

23 

19 

222 

115 

477 

200 

38 

98 

130 

127 

136 
136 

32 

74 
197 

67 
182 

92 
193 
172 
110 
122 

73 
120 
177 
191 
127 
134 

136 

106 
32 
74 

150 
67 

150 
92 
80 
19 

110 

122 
73 

120 
68 
98 

127 

129 

26 

1904-05 

31 

1905-06 

600 

1906-07 

260 

1907-08 

47 

1908-09 

342 

1909-10 - 

32 

149 

1910-11 

114 

1911-12 

112 
154 

1912-13 

1913-14 

72 

1914-15 

4 

1915-16 

346 

1916-17 

135 

1917-18 

109 
93 

1918-19 

1919-20.. _ 

1920-21 

5 

Mean . 

453 

245 

208 

139 

30 

34 

96 

114 

Table  27  shows  the  run-off  in  excess  of  the  capacity  of  the  reservoir 
and  the  needs  of  the  regulated  supply  for  direct  use.  Such  excess 
supply  would  have  occurred  in  ten  years  of  the  eighteen  years  of 
record,  varying  from  4000  to  600,000  acre-feet  in  different  years  with 
an  average  of  114,000  acre-feet,  Much  of  excess  water  could  be  used  to 
replenish  the  ground  water.  This  could  be  accomplished  near  the 
stream  channel.     Some  flood  water  canal  construction  for  the  convey- 


102  DEPARTMENT    OF    PUBLIC   WORKS. 

ance  of  such  waters  to  areas  not  adjacent  to  stream  channels  would  be 
warranted.  For  years  of  very  excessive  flow  it  will  not  be  feasible  to 
retain  all  of  the  run-off  within  the  Kaweah  Delta.  In  only  four  years 
out  of  eighteen  does  the  excess  flow  exceed  135,000  acre-feet  and  it 
should  he  feasible  to  retain  such  excess  below  this  figure  or  an  average 
supply  of  55,000  acre-feet  per  year.  This  with  the  average  of  245,000 
acre-feet  used  by  direct  diversion  and  the  96,000  acre-feet  drawn  from 
storage,  would  give  a  total  mean  annual  supply  available  for  use  from 
the  Kaweah  River  for  the  period  since  1903  of  396,000  acre-feet. 

It  has  previously  been  shown  that  the  probable  mean  annual  dis- 
charge over  a  Ions;  period  of  vears  of  the  Kaweah  River  is  451,000  acre- 
feet  of  which  probably  an  average  of  55,000  would  not  be  retained 
under  existing  conditions  of  use  or  that  the  mean  annual  supply  now 
used  would  be  396.000  acre-feet.  For  the  period  1903  to  1921  the 
similar  estimate  of  the  net  available  supply  was  383,000  acre-feet. 

The  above  comparisons  indicate  that  storage  for  the  full  regulation 
of  the  flow  of  Kaweah  River  will  not  make  available  any  materially 
larger  quantities  of  water  than  are  now  retained  on  the  delta  under 
existing  conditions.  Such  storage  would  represent  a  change  in  the 
character  of  use  from  the  present  practice  of  diverting  the  run-off 
when  it  occurs  and  supplementing  the  canal  supply  by  pumping  to  a 
practice  of  regulation  of  the  run-off  by  storage  and  release  for  direct 
use.  The  changes  that  would  result  from  the  construction  of  such 
storage  are  ones  of  cost  rather  than  of  total  water  supply.  By  storage, 
together  with  the  use  of  improved  canal  systems  and  methods  of  irri- 
gation which  would  reduce  percolation  losses  to  a  minimum,  much  of 
the  present  cost  of  pumping  would  be  avoided.  The  estimated  cost 
would  be  $7,500,000  for  the  storage  alone.  It  would  not  permit  the 
irrigation  of  more  area  than  is  now  served  except  as  such  changes  in 
methods  would  result  in  the  net  consumption  of  less  water  by  present 
areas.  In  view  of  the  relatively  high  costs  of  storage  at  the  only  sites 
available  on  Kaweah  River,  together  with  the  costs  of  the  necessary 
changes  in  methods  of  diversion  and  use  involved,  the  substitution  of  a 
regulated  river  supply  with  storage  for  the  present  methods  is  not 
recommended.  The  benefits  that  might  be  secured  from  such  a  change 
in  practice  would  not  be  sufficient  in  proportion  to  the  costs  and  the 
legal  complications  involved  to  warrant  undertaking  to  make  the 
change. 

Power  Development  at  Dam. 

The  construction  of  storage  at  the  Ward  site  would  make  available 
some  hydroelectric  power  using  the  discharge  from  the  reservoir  and 
the  depth  of  storage  at  different  periods.'  Any  returns  that  might  be 
obtainable  from  the  sale  of  much  power  in  excess  of  the  direct  costs 
chargeable  to  power  would  be  available  to  reduce  the  costs  of  storage 
chargeable  to  irrigation.  The  regulation  proposed  would  not  give  any 
discharge  from  the  reservoir  during  the  nonirrigating  months  of 
November  to  February  except  when  the  reservoir  was  filled  and  over- 
flowing. During  the  remaining  months  the  discharge  would  vary  with 
the  irrigation  demand  as  shown  previously  in  Table  23. 


WATER    RESOURCES   OF   TULARE    COUNTY. 


103 


The  river  bed  at  the  Ward  dam  site  has  an  elevation  of  620  feet. 
The  crest  of  the  dam  for  150,000  acre-feet  capacity  would  have  an  ele- 
vation of  855  feet  giving  a  maximum  head  on  the  power  plant  of  235 
feet.  The  maximum  rate  of  use  for  irrigation  with  the  regulated  sup- 
ply would  be  1250  second-feet.  The  regulated  supply  would  exceed 
1000  second-feet  from  May  to  July.  The  computations  for  storage  by 
months  were  used  to  give  the  depth  of  water  in  the  reservoir  in  each 
month,  this  head  with  the  discharge  giving  the  power  obtainable  from 
the  power  plant.  An  average  overall  efficiency  of  70  per  cent  based  on 
the  water  and  head  available  was  used. 

TABLE  28. 

Summary  of  Estimated  Power  Output  Obtainable  with  Plant  at  Dam  of  Reservoir  Site  on  Kaweah  River,  Plant  Capacity 
1000  Second-feet;  Storage  Capacity  150,000  acre-feet;  Regulated  Annual  Supply  for  Irrigation  375,003  Acre-feet. 


Power  outputs  in  million  kilowatt  hours 

Year 

Nov.  to 
Feb. 

Mar. 

Apr. 

May 

June 

July 

Aug. 

Sept. 

Oct, 

Season 

Remark 

1903-04 

2.9 

6.2 

10.4 

10.0 

19.1 

5.8 

3.0 

0.9 

48.1 

1904-05 

2.7 

5.5 

8.8 

8.6 

8.2 

4.3 

0.4 

0.0 

38.5 

1905-06 

9.3 

10.0 

10.4 

10  0 

10.4 

8.3 

5.6 

16 

65.6 

Wet 

1906-07 

10.4 

10.0 

10.4 

10.0 

10.4 

7.9 

5.2 

1.3 

65.6 

Wet 

1907-08 

*) 

3.2 

6.6 

10.2 

8.8 

7.1 

2.1 

0.1 

0.1 

38.2 

1908-09 

c_ 

8.9 

10  0 

10  4 

10.0 

10.4 

8.1 

5.1 

1.4 

64  3 

Wet 

1909-10 

» 

8.3 

6.8 

10.1 

9.3 

7.9 

3.0 

0.0 

0  0 

45.4 

1910-11 

o 

35 

3.2 

10.0 

10.4 

10  0 

10  2 

7.5 

4.5 

1.2 

57.0 

1911-12 

cr 

2.6 

5.0 

8.6 

7.9 

2.7 

0.0 

0.0 

0.0 

26.8 

Dry 

1912-13 

1.4 

2.7 

3.2 

1.0 

0.3 

0.2 

0.2 

0.0 

9.0 

Dry 

1913-14 

3.4 

10.0 

10.4 

10.0 

10.4 

7.2 

4.2 

1.1 

56.7 

1914-15 

0 

2.7 

5.6 

9.3 

9.7 

9.8 

6.9 

4.0 

0.9 

48.9 

1915-16 

O 

10.4 

10.0 

10.4 

10  0 

10.4 

7.8 

4.9 

1.4 

65  3 

Wet 

1916-17 

3 

6.1 

10.0 

10.4 

10.0 

10.0 

6.9 

4.0 

1.0 

58.4 

1917-18 

TO 

2.3 

5.0 

9.1 

8.1 

2.5 

0.0 

0  1 

0  2 

27.3 

Dry 

1918-19 

2.3 

4.9 

10.2 

9.7 

4.3 

0.0 

0.0 

0.0 

31  3 

Dry 

1919-20 

1.9 

4.6 

8.5 

9.2 

8.9 

5.6 

1.8 

0.0 

40  5 

1920-21 

2.5 

5.4 

8.8 

9.0 

9.6 

5.1 

1.2 

0.0 

41.6 

All  years 

mean 

0 

4.7 

7.1 

9  4 

9.0 

7.9 

4.8 

2.5 

0.6 

46.0 

Mean  four 

wet  years 

9.8 

10  0 

10.4 

10 .0 

10.4 

8.0 

5.2 

1.4 

65.2 

Mean  four 

dry  years 

2.2 

4.4 

7.8 

0.4 

2.4 

0.0 

0.0 

0.0 

23.4 

The  outputs  of  power  obtainable  for  1000  second-feet  capacity 
during  the  operating  months  are  shown  in  Table  28.  A  plant  of  1250 
second-feet  capacity  would  have  an  average  output  of  51.6  million 
kilowatt  hours  per  year  but  would  not  have  any  larger  output  in  dry 
years  than  the  smaller  plant. 

The  cost  of  the  power  plants,  exclusive  of  any  portion  of  the  cost  of 
the  dam,  has  been  estimated  at  $600,000  for  the  1000  second-foot 
capacity.  The  plant  for  full  load  and  maximum  head  would  have  a 
capacity  of  14,000  kilowatts.  The  estimated  cost  of  installation  per 
million  kilowatt  hours  of  mean  annual  output  is  $13,500  for  the  1000 
second-foot  plant  and  $15,000  for  the  12,500  second-foot  plant.  The 
smaller  plant  would  have  as  large  an  output  as  the  larger  plant  in  dry 
years  such  as  would  be  expected  to  occur  one  year  in  four.  The  smaller 
plant  is  considered  preferable. 


104  DEPARTMENT    OP    PUBLIC   WORKS. 

A  somewhat  detailed  discussion  of  the  price  for  which  power  to 
be  produced  on  Kern  River  in  connection  with  storage  might  be  sold 
has  been  given  in  Bulletin  9  of  this  department.  The  conclusion  was 
there  reached  that  power  of  average  availability  in  proportion  to  the 
seasonal  demand  and  of  average  dependability  might  be  sold  for  as 
much  as  0.5  cents  per  kilowatt  hour  of  total  output.  The  Railroad 
Commission  has  approved  a  price  of  0.15  cents  for  power  in  connection 
with  storage  proposed  by  the  Merced  Irrigation  District.  The  power 
that  would  be  produced  at  the  Kaweah  River  dam  with  a  plant  of  1000 
second-feet  capacity  would  have  an  output  in  the  dry  years  such  as 
can  be  expected  to  occur  in  one  year  in  four  of  only  50  per  cent  of  the 
mean.  The  lack  of  winter  output  would  prevent  its  use  except  in 
connection  with  systems  having  other  sources  for  carrying  the  load  in 
such  months.  As  the  maximum  demand  for  power  in  these  areas 
occurs  in  the  summer,  the  output  of  this  plant  would  be  useful  for 
service  at  such  times.  It  is  doubtful  if  the  total  output  of  such  a  plant 
could  be  sold  at  a  price  equal  to  0.45  cents  per  kilowatt  hour. 

With  a  mean  return  of  0.45  cents  per  kilowatt  hour  the  total  earning 
with  a  mean  output  of  46  million  kilowatt  hours  per  year  would  be 
$207,000.  Allowing  $22,000  per  year  for  operating  costs  would  give 
.$185,000  to  meet  fixed  charges.  Interest  and  depreciation  at  10  per 
cent  on  the  estimated  cost  of  $600,000  for  the  power  plant  would  leave 
$125,000  per  year  applicable  for  carrying  a  part  of  the  cost  of  the  dam. 
If  the  interest  on  funds  for  the  construction  of  the  dam  is  taken  as  6 
per  cent  and  1  per  cent  allowed  for  depreciation,  the  estimated  net 
earning  would  meet  the  charges  on  $1,800,000  of  the  cost  of  the  dam. 

The  above  assumptions  are  considered  to  be  more  favorable  to  the 
returns  obtainable  from  power  than  it  will  be  feasible  to  actually 
obtain.  The  larger  output  would  occur  in  years  when  the  water  supply 
for  other  plants  is  also  ample  and  would  be  deficient  in  those  seasons 
when  the  shortage  in  stream  flow  would  make  the  demand  for  power 
for  pumping  most  difficult  to  meet.  It  is  not  thought  that  the  develop- 
ment of  power  can  be  expected  to  carry  more  than  $1,000,000  of  the 
cost  of  construction  of  the  dam.  This  is  about  13  per  cent  of  the  total 
estimated  cost.  The  reduction  in  the  estimated  costs  of  this  storage  for 
irrigation  alone,  as  previously  given,  due  to  the  earnings  possibly 
obtainable  from  power  will  not  be  sufficient  to  affect  the  conclusions 
reached  as  to  the  feasibility  of  such  storage. 

STORAGE  OF  SURPLUS  WATERS. 

There  is  another  basis  on  which  storage  on  the  Kaweah  River  can  be 
considered.  There  are  now  certain  portions  of  the  discharge  which 
are  not  retained  for  use  on  the  Kaweah  Delta  and  some  water  now 
retained  during  the  winter  months  which  may  not  be  directly  required. 
The  storage  of  such  portions  of  the  run-off,  particularly  as  to  winter 
flow,  would  probably  require  adjustment  with  existing  uses  but  might 
be  feasible  if  the  costs  of  storage  were  sufficiently  low  in  proportion 
to  the  benefits  derived. 

The  water  supply  developed  by  any  such  storage  should  preferably 
be   used  to   supplement  present   pumping   supplies   on   areas   already 


WATER   RESOURCES    OF   TULARE    COUNTY.  105 

developed  rather  than  in  undertaking  to  supply  new  lands.  The  costs 
per  unit  quantity  of  water  supply  whieh  developed  lands  now  finding 
their  pumping  supply  inadequate  can  afford  to  pay  will  he  greater  than 
that  feasihle  for  undeveloped  lands  seeking  a  full  supply. 

An  attempt  has  been  made  to  estimate  the  extent  of  the  water  supply 
that  might  be  made  available  by  storage  and  use  of  surplus  water. 
Such  a  study  obviously  requires  a  definition  of  what  are  surplus  waters. 
Until  there  has  been  a  more  definite  judicial  determination  of  the 
existing  rights  on  the  Kaweah  River  it  is  not  possible  to  define  the 
surplus  waters  in  terms  of  such  rights. 

For  the  purposes  of  this  investigation  surplus  waters  have  been  con- 
sidered to  be  the  entire  flow  in  the  months  of  November  to  February 
and  such  run-off  in  the  remaining  months  as  it  has  been  estimated 
would  leave  the  Kaweah  Delta  as  outflow.  This  is  equivalent  to  assum- 
ing that  winter  irrigation  is  not  essential  and  that  winter  run-off  could 
be  stored  without  injury  to  existing  rights.  It  is  recognized  that 
winter  use  is  now  practised  and  may  be  of  benefit;  the  extent  of  such 
benefit,  however,  is  considered  materially  less  than  for  summer  use  and 
the  storage  of  run-off  during  these  winter  months  is  not  considered  to 
be  a.  material  injury  to  existing  diversion  rights.  Present  use  of 
winter  run-off  is  of  benefit  to  the  maintenance  of  ground  water  but  the 
areas  directly  benefited  are  in  general  those  which  receive  adequate 
summer  water  supplies. 

It  is  considered  that  the  existing  eanal  rights  will  be  fully  served  if 
they  receive  the  total  discharge  in  the  river  which  past  records  indicate 
they  now  retain.  As  previously  discussed,  the  records  indicate  that 
all  run-off  in  excess  of  about  1800  to  2000  second-feet  will  cross  the 
Kaweah  Delta  without  diversion  or  absorption.  The  storage  of  any 
run-off  in  excess  of  such  present  retention  on  the  delta  should  not  work 
any  injury  to  present  uses.  The  present  conditions  of  use  under  some 
of  the  diversions  may  bf  in  excess  of  the  amount  for  which  beneficial 
use  could  be  shown  under  a  reasonably  strict  standard  of  practice  so 
that  storage  of  the  stream  flow  in  excess  of  somewhat  smaller  rates  of 
discharge  than  1800  second-feet  might  not  result  in  actual  injury  to 
present  diversions.  However,  storage  of  any  water  now  used  on  the 
Kaweah  Delta  would  represent  a  change  in  character  of  use  rather  tlwm 
the  making  available  of  water  not  now  used  as  in  the  case  of  water  not 
now  retained  on  the  delta. 

Using  the  estimates  of  the  outflow  from  the  Kaweah  Delta  as  given 
in  Table  10  and  the  record  at  Three  Rivers  for  the  run-off  of  November 
to  February,  inclusive,  the  water  supply  available  for  each  year  of 
record  since  1903  was  computed.  The  amounts  so  available  varied 
from  18,000  to  616,000  acre-feet  in  different  years  with  an  average  of 
133,000  acre-feet  per  year. 

A  portion  of  the  excess  run-off  in  the  summer  months  could  be  used 
directly  without  storage.  The  winter  flow  would  have  to  be  held  in 
storage  for  later  use  in  irrigation.  The  estimated  excess  run-off  was 
studied  to  determine  the  extent  of  storage  which  would  be  required  to 
provide  different  amounts  of  irrigation  supply.  The  results  are  sum- 
marized in  Table  29. 


106 


DEPARTMENT   OF   PUBLIC   WORKS. 


TABLE  29. 

Summary  of  Regulated  Water    Supply  Obtainable  by  Storage  of  Rurt.off  from  November  to  February  and  of  Excess 
Summer  Flow  Estimated  to  Leave  the  Kaweah  Delta  under  Existing  Conditions  in  Thousands  of  Acre-feet. 


Total 

run-off 

Nov. 

to 

Feb. 

Total 

excess 

flow 

50,000  acre-feet  regulated  supply 
50,000  acre-feet  of  storage  capacity 

20,000  acre-feet  regulated  supply 
15,000  acre-feet  of  storage  capacity 

Year 

Direct 
use 

Storage 
in  res- 
ervoir 
end  of 
season 

Short- 
age 
in 
supply 

Storage 
used 

Un- 
used 
supply 

Storage 
in  res- 
ervoir 
end  of 
season 

Short- 
age 
in 
supply 

Direct 
use 

Storage 
used 

Un- 
used 
supply 

1903-04 

1904-05 

1905-06 

1906-07 

1907-08 

1908-09 

1909-10 

1910-11 

1911-12 

1912-13 

1913-14. 

1914-15 

1915-16 

1916-17 

1917-18 

1918-19 

1919-20 

1920-21 

53 

34 

80 

81 

50 

180 

136 

100 

23 

19 

120 

36 

167 

82 

18 

45 

44 

53 

81 

36 

616 

161 

50 

357 

136 

138 

27 

19 

128 

62 

318 

108 

18 

47 

32 

57 

9 

2 

33 

33 

0 

28 

0 

18 

4 

0 

9 

24 

33 

13 

0 

0 

9 

4 

18 

0 

33 

33 

0 

33 

0 

25 

2 

0 

9 

21 

33 

25 

0 

0 

0 

4 

"30 

7 

3 

18 

41 
50 
17 
17 
50 
22 
50 
32 
46 
20 
41 
26 
17 
40 
43 
45 
23 
46 

13 

2 

533 

111 

33 

274 

119 

63 

0 

0 

70 

0 

256 

66 

0 

0 

0 

3 

3 
0 
8 
8 
0 
8 
0 
5 
0 
0 
3 
8 
8 
5 
0 
0 
4 
0 

0 
3 
0 
0 
5 
0 
5 
0 
1 
5 
0 
0 
0 
0 
5 
3 
0 
1 

4 

2 

13 

13 
0 

11 
0 
8 
4 
0 
4 
9 

13 
6 
0 
2 
6 
4 

16 
15 

7 

7 
15 

9 
15 
12 
15 
15 
16 
11 

7 
14 
15 
15 
14 
15 

58 

22 
588 
133 

43 
329 
129 
113 

13 

4 

106 

37 
298 

92 
8 

30 
8 

42 

Mean 

73 

133 

12 

13 

3 

35 

86 

3 

1 

6 

13 

114 

On  the  basis  used  in  the  estimate  a  water  supply  of  50,000  acre-feet 
per  year  could  be  made  available  with  50,000  acre-feet  of  storage 
capacity  which  would  have  resulted  in  material  shortages  in  only  two 
years  of  the  eighteen  years  of  record.  The  cost  of  such  storage 
capacity  at  the  Ward  site  ha*  been  estimated  as  $3,500,000  or  an 
average  cost  of  $70  per  acre-foot  of  capacity. 

The  utilization  of  any  such  supply  would  require  the  construction 
of  canal  systems.  The  cost  of  such  canals  would  be  relatively  hi^h  as 
the  cost  of  storage  would  necessitate  its  diversion  in  canals  of  minimum 
seepage  loss.  The  cost  per  acre  to  any  lands  receiving  such  a  supply 
would  be  the  cost  of  its  proportional  part  of  the  storage  plus  the  pro- 
portional part  of  the  cost  of  its  local  canal  system.  The  use  of  such 
supply  would  not  need  to  be  confined  to  any  one  area.  A  group  of 
areas  might  combine  in  the  construction  of  the  storage  and  each  pro- 
vide its  own  canal  system  independently.  The  costs  of  any  such  supply 
would  be  in  excess  of  $100  per  acre  for  both  storage  and  canals  if  one 
acre-foot  of  storage  per  acre  was  provided.  For  the  land  now  devel- 
oped by  pumping  on  which  the  draft  exceeds  the  supply  so  that 
ground  water  lowering  is  continuous  an  average  supplemental  canal 
supply  of  one  acre  foot  per  acre,  plus  what  may  be  permanently  obtain- 
able from  the  ground  water,  may  be  adequate.  It  is  considered  to  the 
interest  both  of  the  individuals  now  having  such  developed  lands  and 
of  the  public  in  securing  the  most  effective  use  of  its  water  resources 
that  the  use  of  any  additional  wafer  supplies  that  it  may  be  possible 
to  make  available  should  be  limited  to  lands  on  which  the  cost  of 
development  has  already  been  incurred  before  any  additional  develop- 
ment of  new  lands  is  undertaken.  Any  such  storage  development  of 
winter  and  flood  water  is  only  considered  feasible  if  at  all  for  those 


WATER    RESOURCES   OF   TULARE    COUNTY.  107 

lauds  nearer  the  upper  portion  of  the  Kaweah  Delta  or  adjacent  areas 
for  use  on  crops  of  large  return  such  as  orchards  or  vines. 

Similar  studies  of  an  attempted  use  of  excess  waters  with  30,000 
acre-feet  of  storage  capacity  to  maintain  a  supply  of  50,000  acre-feet 
per  year  were  also  made.  The  reduction  in  storage  capacities  results 
in  increased  shortages;  in  one-half  of  the  years  there  would  he  shortages 
of  one-third  or  more  in  the  supply.  The  estimated  cost  for  the  storage 
is  $2.4(>(M  t00.  For  the  service  secured  from  such  storage,  this  develop- 
ment is  considered  less  desirable  than  the  previous  estimate  using 
50,000  acre-feet  of  storage  capacity. 

A  smaller  supply,  such  as  20,000  acre-feet  per  year  with  15.000  acre- 
feet  of  storage  capacity,  could  he  secured  with  few  shortages.  The 
summary  for  such  a  supply  is  also  iriven  in  Table  29.  In  four  years 
out  of  the  eighteen  years  of  record  there  would  have  been  shortages 
in  the  supply  of  25  per  cent.  The  estimated  cost  of  15.000  acre-feet  of 
storage  at  the  Ward  site  is  $1,400,000  or  over  $90  per  acre-foot.  The 
cost  of  storage  plus  the  costs  of  canals  would  make  the  cost  of  securing 
such  a  water  supply  higher  than  present  standards  would  ordinarily 
justify. 

The  present  development  of  the  Lindsay-Strathmore  Irrigation 
District  utilizes  storage  in  a  ground  water  basin  along  the  river 
channel.  The  water  considered  available  for  storage  from  the  winter 
and  flood  flow,  as  given  in  Table  29.  should  be  reduced  by  the  amounts 
of  such  flow  that  may  be  used  to  replace  the  water  pumped  by  the 
district  from  the  basin  now  used. 

Storage  of  Winter  Flow  Only. 

The  amounts  of  discharge  of  the  Kaweah  River  for  November  to 
February,  inclusive,  are  shown  in  Table  29.  If  rights  to  the  storage  of 
this  flow  could  be  secured  a  minimum  of  18.000  acre-feet  per  year 
would  be  available  with  18,000  acre-feet  of  storage  capacity.  With 
35,000  acre-feet  of  storage  capacity  a  supply  of  35,000  acre-feet  could 
be  made  available  in  fifteen  years  out  of  the  eighteen  years  of  record. 
With  45.000  acre-feet  of  storage  capacity  a  supply  of  45,000  acre-feet 
could  be  secured  in  thirteen  years  out  of  eighteen,  the  shortage  in  the 
five  years  averaging  about  40  per  cent  of  the  supply.  This  storage 
would  be  equally  useful  whether  obtained  at  the  Ward  site  or  in  ground 
water  basins,  the  differences  being  matters  of  cost.  A  reservoir  used 
for  the  storage  of  winter  flow  would  be  partly  emptied  by  the  time  of 
the  main  stream  flow  in  May  and  June  and  in  many  years  additional 
use  could  be  secured  both  by  direct  diversion  and  by  refilling  of  storage 
from  such  excess  flow.  A  total  storage  capacity  of  50,000  acre-feet  for 
storage  under  such  conditions  would  appear  warranted.  If  all  of  such 
storage  should  be  obtained  at  the  Ward  site  the  estimated  cost  would  be 
$3,600,000. 

Storage  of  Flood  Flow  Only. 

The  use  of  a  part  of  the  water  now  passing  across  the  Kaweah  Delta 
by  its  retention  in  storage  might  be  feasible  without  the  additional 
storage  of  winter  flow  if  it  should  be  found  that  the  existing  uses  of 
such  winter  flow  presented  legal  difficulties  not  readily  adjusted.     The 


108 


DEPARTMENT  OF  PUBLIC  WORKS. 


water  supply  available  for  such  storage  in  each  year  has  been  taken  as 
the  outflow  as  given  in  Table  10.  The  use  that  might  be  obtained  from 
such  outflow  is  .shown  in  Table  30. 


TABLE  30. 
Regulated  Irrigation  Supplies  Obtainable  on  Kaweah  River  from  Storage  of  Water  Not  Now  Retained  on  Kaweah  Delta. 


Estimated 
outflow 

from 

Kaweah 

River, 

acre-feet 

Supply  of  20,000  acre-feet  supported 
by  30,000  acre-feet  of  storage  capacity 

Supply  of  30,000  acre-feet  supported 
by  50,000  acre-feet  of  storage  capacity 

lear 

Used 
directly, 
acre  feet 

Secured 

from 
storage, 
acre-feet 

Shortage 

in 
supply, 
acre-feet 

Unused 

flow, 
acre-feet 

Used 
directly, 
acre-feet 

Secured 

from 
storage, 
acre-feet 

Shortage 

in 
supply, 
acre-feet 

Unused 
flow 

1903-04 

2S.000 

2,000 

550,000 

80,000 

0 

255,000 

0 

56,000 

4,000 

0 

33,000 

14,000 

234,000 

27.000 

0 

0 

9,000 

5,000 

4  000 

2  000 

13,000 

13,000 

0 

11,000 

0 

8,000 

4,000 

0 

4,000 

9,000 

13,000 

6,000 

0 

0 

6,000 

4,000 

16,000 

8,000 

7,000 

7,000 

20,000 

9,000 

20,000 

12,000 

16,000 

6,000 

16  000 

11.000 

7,000 

14,000 

16,000 

0 

3.000 

1,000 

0 

10,000 

0 

0 

0 

0 

0 

0 

0 

14,000 

0 

0 

0 

0 

4,000 

20.000 

11,000 

15,000 

0 
0 

507,000 

60,000 

0 

217,000 
0 
19,000 
0 
0 
0 
0 

198.000 
14,000 
0 
0 
0 
0 

6.000 

2,000 

20,000 

20,000 

0 

16,000 

0 

12,000 

4,000 

0 

6,000 

12.000 

20,000 

9,000 

0 

0 

9,000 

5,000 

22,000 

0 

10,000 

10,000 

30,000 

14,000 

30.000 

18,000 

26,000 

6,000 

24,000 

5,000 

10,000 

21,000 

29.000 

0 

0 

0 

2.000 

28,000 

0 

0 

0 

0 

0 

0 

0 

24,000 

0 

13,000 

0 

0 

1,000 

30,000 

21,000 

25,000 

0 

1904-05 

0 

1905-06 

480,000 

50,000 

0 

1900-07 

1907-08 

1908-09 

199,000 

o 

1909-10... 

1910-11 

o 

1911-12 

o 

1912-13 

o 

1913-14 

o 

1914-15 

o 

1915-16... 

164  000 

1916-17 

8  000 

1917-18 

0 

1918-19.. 

0 

1919-20 

0 

1920-21 

0 

Mean 

72,000 

.     5,500 

10,500 

4,000 

56,000 

8,000 

14,000 

9,000 

50  000 

Table  30  indicates  that  with  30,000  acre-feet  of  storage  capacity  a 
regulated  supply  of  20,000  acre-feet  per  year  might  be  obtained  with  an 
average  shortage  of  20  per  cent ;  the  shortages  occurring  in  six  years  out 
of  the  eighteen  years  of  record.  Four  of  the  years  giving  shortages  are 
the  years  1918  to  1921 ;  in  1919  there  would  have  been  no  water  obtain- 
able. Additional  storage  capacity  would  have  been  used  only  three 
times  in  the  eighteen  years.  The  estimated  cost  of  storage  would  have 
been  $2,500,000  or  $125  per  acre-foot  of  the  supply  it  was  attempted  to 
maintain.  Table  30  also  gives  the  use  that  could  have  been  secured 
from  50,000  acre-feet  of  storage  capacity  used  to  support  a  regulated 
draft  of  30,000  acre-feet.-  The  average  shortage  would  have  been  25 
per  cent.  Shortages  exceeding  40  per  cent  of  the  supply  would  have 
occurred  in  six  years  out  of  eighteen;  of  these  six  years  three  are  con- 
secutive from  1919  to  1921.  The  estimated  cost  of  the  50,000  acre-feet 
of  storage  capacity  is  $3,600,000  or  $120  per  acre-foot  of  supply  it  is 
attempted  to  maintain.  Additional  storage  would  have  been  useful 
only  three  times  during  the  eighteen  years  of  record.  The  construction 
of  30,000  acre-feet  additional  storage  capacity  at  an  estimated  increase 
in  cost  of  $1,200,000  would  have  given  an  average  use  of  5000  acre-feet 
per  year  at  an  estimated  construction  cost  of  $240  per  acre-foot  of  mean 
annual  use  for  such  increased  capacity. 


WATER   RESOURCES    OF   TULARE    COUNTY. 


109 


Chapter  VI. 

POSSIBLE  CHANGES  IN  USE  OF  RUN-OFF  OF 

KAWEAH  RIVER. 

In  the  preceding  chapters  the  extent  of  the  Kaweah  River  water 
supply,  the  extent  and  effect  of  present  use  and  the  results  to  he  antici- 
pated in  the  different  portions  of  the  area  dependent  on  Kaweah  River 
have  been  discussed.  The  conclusion  is  expressed  that  the  present  net 
use  of  water  for  the  whole  area  closely  equals  the  net  available  supply 
but  that  under  existing  conditions  the  available  supply  is  not  dis- 
tributed to  the  different  parts  of  the  area  in  proportion  to  the  present 
rates  of  use  with  the  result  that  shortages  in  supply  now  exist  in  some 
areas.  In  the  present  chapter  possible  met  bods  of  changing  the  use  of 
the  available  water  supply  so  as  to  give  a  more  efficient  use  are 
considered. 

TABLE  31. 
Summary  of  Present  Irrigation  and  its  Effect  on  the  Ground  Water  in  the  Kaweah  Delta  in  1921. 


Area 

Gross 
area, 
acres 

Area 

irrigated, 

acres 

Average 

lowering 

of  ground 

water, 

feet 

Draft  in 
acre-feet 
per  acre 
of  gross 
area 

Portion  of  main  area  receiving  canal  service  in  which  ground  water  held 
its  elevation  in  1921 _.       _     __  _  

Remainder  of  delta  area  covered  by  canals _     

135,000 
55,000 
60,000 
95,000 

20,000 

73,000 
30,300 
19,300 
15,900 

7,300 

0 

2.6 

.8 

1.8' 

1.3 

0.3 
1.3 

Area  covered  by  canals  diverting  for  lands  mainly  above  Venice  Hills  __ 

Area  of  lower  Kaweah  Delta  outside  of  areas  covered  by  canals _ 

Area  west  of  Lindsay-Strathmore  Irrigation   District  toward  which 
ground  water  slopes  from  the  Kaweah  Delta 

0.45 
0.3 

0.85 

Total  areas. 

365,000 

145,800 

1.0 

0.45 

Table  31  shows  the  results  of  conditions  of  use  on  the  Kaweah  Delta 
in  1921.  The  water  supply  for  1921  was  93  per  cent  of  the  mean  net 
annual  available  supply  under  existing  conditions.  The  larger  part  of 
the  run-off  was  received  within  a  gross  area  of  135,000  acres  either  by 
canal  diversion  or  by  stream  channel  percolation.  This  area  contained 
about  one-half  of  the  land  irrigated  and  held  its  ground  water  elevation 
for  the  year.  The  other  areas  containing  the  remaining  one-half  of  the 
irrigation  on  the  delta  all  show  a  lowering  of  the  ground  water  in  pro- 
portion to  their  use  or  distance  from  direct  sources  of  ground  water 
supply.  The  results  presented  should  be  convincing  that  some  modifica- 
tion of  present  conditions  of  use  must  occur  if  a  continual  lowering  of 
the  ground  water  over  many  parts  of  the  Kaweah  Delta  is  to  be  avoided. 
Should  such  lowering  continue  it  must  eventually  result  in  an  increase 
in  the  pumping  cost  to  a  point  where  pumping  will  no  longer  be 
profitable.  The  time  before  such  a  condition  may  be  reached  will 
depend  on  the  rate  of  lowering  and  the  increase  in  lift  which  present 
returns  can  meet.  In  some  areas  of  relatively  slow  rate  of  lowering 
such  conditions  may  not  be  reached  for  a  considerable  number  of  years ; 
in  other  areas  of  relatively  rapid  rate  of  lowering  critical  conditions  if 
present  ground  water  conditions  continue,  will  be  reached  in  a  rela- 


110  DEPARTMENT   OF    PUBLIC   WORKS. 

tively  short  period.  Further  additions  to  the  area  irrigated  by  pumps 
iu  those  areas  now  showing  a  lowering  of  the  ground  water  can  only 
serve  to  shorten  the  period  until  such  critical  conditions  may  be  reached. 

There  are  two  general  conditions  under  which  additional  supply  may 
be  secured  for  those  areas  now  having  an  overdraft  on  their  ground 
water  supply.  One  of  these  would  consist  in  such  modifications  as 
might  be  made  in  present  conditions  without  materially  disturbing  the 
present  character  of  practice,  the  other  would  be  changes  that  would 
require  the  substitution  of  new  practices  materially  affecting  at  least  a 
part  of  the  present  methods. 

Among  the  changes  which  would  not  require  material  modifications  in 
the  present  general  methods  of  diversion  from  the  stream  would  be  the 
improvement  by  lining  or  otherwise  of  canals  now  diverting  from  the 
Kavveah  River  so  as  to  reduce  seepage  losses  in  the  areas  adjacent  to 
the  stream  and  already  containing  an  excess  of  ground  water.  Such 
changes  would  be  mainly  of  direct  benefit  to  the  canals  serving  areas 
further  from  the  stream,  such  as  the  Tulare  Irrigation  District,  and  the 
Packwood  Ditch.  The  reduction  in  seepage  on  such  systems  would 
increase  the  supply  which  could  be  delivered  to  the  outer  canal  areas 
with  benefit  both  from  the  additional  irrigation  secured  and  from  the 
replenishment  of  the  ground  water.  An  improvement  in  delivery  to  the 
advantage  of  those  using  water  from  canals  would  result  from  a  more 
definite  scheduling  of  diversion  with  rotation  between  the  smaller 
ditches.  This  would  reduce  seepage  losses  in  canals  and  channels  and 
supply  larger  deliveries  for  more  effective  use  in  irrigation. 

in  connection  with  any  improvements  for  canals  now  serving  areas 
where  the  ground  water  is  lowering  some  increase  in  existing  canal 
capacities  would  also  be  desirable.  The  existing  canals  have  been 
developed  to  utilize  unregulated  stream  flow  and  presumably  have  been 
extended  to  a  total  capacity  which  on  the  basis  of  the  values  at  the 
time  of  construction  was  economically  profitable.  Any  increase  in 
diversion  capacities  could  divert  water  for  only  limited  periods  during 
normal  years  and  for  very  short  periods  in  years  of  less  than  normal 
run-off.  With  the  present  values  in  these  areas  some  additional  diver- 
sion capacity  over  that  of  the  original  construction  should  be  feasible. 
The  benefits  of  such  increased  diversion  capacity  would  apply  mainly 
to  canals  on  the  lower  portion  of  the  delta  where  the  soil  conditions  are 
such  that  direct  replenishment  of  the  ground  water  will  occur  from 
such  increased  canal  use.  In  the  higher  areas  of  close  textured  soil, 
short  periods  of  canal  use  while  of  benefit  by  reducing  the  pumping 
draft  during  such  periods  would  not  result  in  material  additions  to  the 
ground  water  by  percolation. 

The  present  development  has  been  found  to  be  equal  to  one  acre 
irrigated  for  each  2.2  acre-feet  of  mean  annual  net  available  supply. 
This  represents  a  relatively  high  rate  of  development.  While  some 
reduction  in  use  might  be  secured  by  reduction  in  the  area  of  crops  of 
larger  water  use  such  as  alfalfa  and  a  substitution  of  such  crops  as 
orchards,  a  change  which  has  been  in  progress  in  recent  years,  the  total 
decrease  in  water  consumption  to  be  expected  by  this  method  is  not 
large.  Alfalfa  and  wild  pasture  represent  less  than  one-half  of  the 
area  now  irrigated  on  the  Kaweah  Delta. 


WATER   RESOURCES   OF    TULARE    COUNTY.  Ill 

The  areas  not  producing  crops  on  which  there  may  be  loss  by 
evaporation  clue  to  high  ground  water  represent  about  5  per  cent  of  the 
cropped  area.  Changes  in  the  distribution  of  canal  diversion  and  local 
pumping  which  would  reduce  such  losses  are  desirable.  It  will  not  be 
feasible  to  reduce  losses  from  this  source  entirely ;  there  will  necessarily 
be  some  areas  of  high  ground  water  adjacent  to  the  stream  channels. 

The  increase  in  the  net  available  supply  by  the  construction  of 
storage  to  retain  excess  flood  flows  only  has  been  discussed.  The  costs 
of  storage  for  such  flood  water  only  were  shown  to  be  relatively  high. 
Such  shortage  would  not  result  in  injury  or  interferenc  with  existing 
rights  as  only  the  run-off  in  excess  of  existing  rights  would  be  stored. 
It  would,  however,  recpiire  a  determination  of  the  extent  of  existing 
rights.  Due  to  the  high  costs  involved,  other  methods  of  utilizing 
portions  of  the  excess  flow  now  occurring  by  increased  canal  capacity 
and  by  lowering  of  ground  water  adjacent  to  the  channels  so  as  to 
increase  absorption  of  flood  flow  are  thought  to  be  more  practical. 
Storage  of  flood  flows  might  be  the  only  means  by  which  excess  water 
could  be  made  available  for  the  upper  lands. 

No  changes  in  existing  conditions  on  the  Kaweah  River  are  feasible 
or  advisable  which  would  result  in  material  injury  to  present  rights. 
It  is  considered  reasonable,  however,  that  present  diversions  should  be 
determined  on  a  standard  of  beneficial  use  which,  while  supplying  an 
adequate  amount  of  water  for  essential  crop  needs,  will  enforce  a  stand- 
ard of  practice  consistent  with  public  interest  under  present  conditions 
and  standards  of  values.  Such  a  standard  of  use  may  be  found  to 
result  in  somewhat  less  diversion  by  some  of  those  ditches  having  older 
priorities  of  right  than  may  have  been  the  practice  in  the  past  with  a 
resulting  increase  in  water  supply  available  for  diversion  by  those 
ditches  of  later  priority  which  have  been  limited  to  shorter  seasons  of 
diversion.  This  would  be  of  benefit  mainly  to  the  outer  and  lower  por- 
tions of  the  delta  as  the  area  served  by  the  ditches  of  later  priority  are 
generally  those  further  from  the  stream  channels. 

The  methods  of  increasing  the  use  of  Kaweah  River  which  involve 
changes  in  the  present  conditions  of  use,  both  legally  and  physically, 
would  include  transfers  of  existing  canal  rights  to  other  areas,  storage 
of  winter  flow  and  of  excess  summer  flow  and  substitution  of  pumping 
in  areas  near  the  river  channels  for  present  canal  use. 

It  is  possible  to  increase  the  production  secured  by  the  use  of  Kaweah 
River  by  changes  in  the  character  and  location  of  use  of  parts  of  the 
present  development.  A  transfer  of  all  or  part  of  the  water  now 
diverted  by  the  Lakeside  Ditch  into  areas  not  on  the  Kaweah  Delta  to 
areas  where  greater  production  per  unit  of  water  supply  could  be 
obtained  would  increase  the  total  benefit  derived  from  the  available 
water  supply.  The  substitution  in  the  main  canal  area  of  high  ground 
water  elevation  of  pumped  water  for  the  present  canal  service  with  a 
transfer  of  the  present  canal  diversions  to  areas  of  deficient  canal  or 
ground  water  supply  would  reduee  the  average  lift  of  pumping,  cause 
a  draft  on  the  ground  water  near  the  stream  where  replenishment 
takes  place  most  readily  with  a  corresponding  lessening  of  the  draft  on 
those  areas  of  least  rapid  recharge.  A  determination  in  definite  terms 
of  the  extent  of  the  diversion  rights  of  existing  canals  both  as  to  amount 
and  as  to  the  season  at  which  diversion  could  be  made,  would  enable 


112  DEPARTMENT  OF  PUBLIC  WORKS. 

other  means  of  use  for  such  portions  of  the  discharge  of  Kaweah  River 
as  are  not  needed  to  supply  existing  rights  to  be  undertaken.  Except 
for  the  portions  of  the  discharge  now  leaving  the  delta  as  outflow,  such 
additional  developments  would  be  of  the  nature  of  changes  in  present 
conditions  of  use  rather  than  the  making  available  of  new  sources  of 
supply. 

There  is  little  present  loss  from  the  Kaweah  Delta  of  the  run-off 
during  the  winter  months.  The  now  at  such  periods  is  absorbed  or 
diverted  mainly  for  areas  adjacent  to  the  stream  channel  for  which 
there  is  adequate  replenishment  available  from  the  discharge  during 
the  main  season.  Storage  of  the  winter  flow  would  result  in  a  lowering 
of  the  ground  water  near  the  stream  channels  by  the  general  movement 
outward  of  the  ground  water  during  the  winter  months.  This  would 
result  in  having  a  larger  capacity  available  for  absorption  of  the  sum- 
mer flow. 

The  present  use  of  winter  flow  is  of  some  benefit  to  those  canals 
which  now  divert  during  such  periods.  The  extent  of  the  benefit,  how- 
ever, is  considered  to  be  less  than  that  from  use  at  other  periods  and 
it  is  not  considered  that  any  material  actual  injury  will  result  to  those 
lands  near  the  stream  channels  by  storage  of  such  winter  flow. 

Storage  of  winter  flow  might  be  accomplished  either  in  surface 
reservoirs  such  as  that  at  the  Ward  .site  or  by  ground  water  storage  in 
such  basins  as  that  now  used  by  the  Lindsay-Strathmore  Irrigation  Dis- 
trict. The  use  of  ground  water  storage  basins  along  the  stream  channel 
would  require  means  of  preventing  the  accumulation  of  storage  from  the 
portions  of  the  flow  to  which  prior  rights  are  entitled.  Means  of  pre- 
venting  such  refilling  of  ground  water  basin  storage  from  water  required 
for  other  rights  are  available.  There  are  many  surface  reservoirs  on 
streams  where  the  portion  of  the  use  to  which  no  storage  rights  attach 
is  permitted  to  flow  through  or  over  the  reservoir  without  depletion  in 
amount.  The  differences  physically  lief  ween  the  use  of  surface  reser- 
voirs and  ground  water  basins  are  ones  of  availability  and  cost  rather 
than  of  the  results  secured.  The  extent  to  which  storage  of  winter 
flow  might  be  available  if  rights  to  its  use  could  be  secured  have  already 
been  discussed. 

The  following  program  represents  the  conclusions  based  on  these 
investigations  of  the  most  feasible  means  of  protecting  the  water  sup- 
ply of  the  areas  now  developed  with  the  minimum  interference  with 
existing  conditions : 

1.  Complete  a  determination  of  existing  rights  on  a  basis  which 
protects  existing  diversions  in  their  essential  needs  but  in  which  the 
standards  of  practice  required  are  commensurate  with  present  economic 
conditions  of  value  of  land  and  water.  Such  a  determination  should 
include  a  definition  of  the  rates  of  diversion  to  which  each  right  is 
entitled  and  a  limitation  of  the  season  in  whie,h  such  rights  may  be 
exercised.  It  may  be  secured  through  existing  legal  means  or  probably 
much  more  quickly  and  effectively  by  voluntary  adjustment  among  the 
parties  concerned  if  agreement  by  such  methods  can  be  reached. 

2.  Improve  existing  canals  so  as  to  reduce  seepage  losses  in  areas 
near  the  stream  so  as  to  deliver  a  larger  part  of  the  diversion  to  areas 
away  from  the  stream  in  which  ground  water  is  now  lowering.  Increase 
canal  capacities  for  those  systems  serving  such  outer  areas. 


WATER   RESOURCES   OF   TULARE    COUNTY.  113 

3.  Increase  pumping  in  areas  near  the  river  channels  using  pumped 
water  as  a  substitute  for  present  canal  use  in  these  areas  so  that  the 
present  canal  use  can  be  transferred  to  areas  of  deficient  ground  water 
supply.  This  will  also  increase  ground  water  storage  capacity  for 
absorption  of  flood  flow  from  the  river  channels. 

4.  Permit  use  of  winter  flow  by  storage  for  upper  lands  either  in 
surface  or  ground  water  basins  or  a  combination  of  both  as  may  prove 
to  be  most  economical. 

5.  Make  direct  transfers  of  present  canal  use  from  areas  of  less 
production  per  unit  of  water  supply  to  those  of  a  higher  type  of  use 
where  such  transfers  can  be  arranged. 

The  benefits  that  would  result  from  carrying  out  the  program 
suggested  would  be  the  securing  of  sufficient  additional  water  in  the 
upper  and  outer  areas  to  enable  present  development  to  be  maintained 
without  causing  injuries  to  present  use  which  could  not  be  subject  to 
compensation.  The  changes  in  present  use  in  the  main  canal  areas 
which  would  be  required  are  matters  of  method  of  securing  water  rather 
than  of  amount  and  no  material  injury  should  result.  The  continuance 
without  change  of  present  conditions  of  diversion  and  pumping  must 
eventually  result  in  the  reduction  of  the  area  now  irrigated  on  some 
parts  of  the  Kaweah  Delta.  The  changes  suggested  would  permit  of 
the  irrigation  of  such  additional  areas  as  could  be  supplied  from  any 
reduction  of  present  use  or  losses  such  as  the  decrease  in  the  amounts 
of  water  now  leaving  the  area  or  the  more  efficient  use  of  water  now 
retained.  For  the  interests  of  the  area  as  a  whole  the  maintenance  of 
existing  development  is  regarded  as  of  more  relative  importance  than 
the  irrigation  of  such  new  areas  as  could  be  supplied  by  the  program 
outlined. 

It  is  considered  that  it  is  to  the  interest  both  of  the  individuals 
concerned  and  of  the  community  as  a  whole  that  land  on  which  the  cost 
of  development  has  already  been  incurred  should  have  its  water  supply 
protected  before  additional  lands  are  brought  under  irrigation.  Such 
developed  lands  can  offer  .security  for  higher  costs  in  securing  the  water 
needed  to  supplement  their  existing  supply  than  lands  not  developed 
and  requiring  a  complete  water  supply. 

Under  existing  conditions  all  landowners  have  an  equal  right  to  draw 
upon  the  ground  water  underlying  their  lands  for  a  reasonable  use  of 
such  ground  water.  It  has  been  shown  that  in  several  parts  of  the 
area  the  present  ground  water  draft  with  only  part  of  the  area 
developed  is  in  excess  of  the  ground  water  supply.  Additional  pump- 
ing plants  installed  in  such  areas  can  only  hasten  the  time  when  the 
ground  water  will  be  lowered  to  a  point  where  pumping  may  not  be 
profitable.  The  irrigation  of  additional  land  in  the  areas  of  present 
high  ground  water  will  intercept  water  now  moving  toward  the  outer 
areas  with  a  resulting  reduction  in  the  supply  reaching  the  outer  areas. 

The  changes  suggested  in  the  present  conditions  of  use  on  the  Kaweah 
Delta  are  all  ones  which  require  adjustment  with  present  rights  to  such 
use.  Such  changes  in  present  use  are  largely  ones  which  can  not  be 
forced  upon  the  owners  of  the  rights  to  such  use.  There  are  not  means 
of  compelling  an  area  now  receiving  canal  service  to  substitute  pump- 
ing  in  order  that  the  canal  service  may  lie  carried  to  other  areas  of 

S — 21044 


114  DEPARTMENT    OF    PUBLIC   WORKS. 

deficient  ground  water.  Storage  of  winter  flow  will  to  some  extent 
affect  present  conditions  of  replenishment.  The  determination  of  what 
flood  flow  may  be  available  for  storage  requires  a  definition  of  existing 
rights.  That  such  adjustments  can  not  be  brought  about  without  much 
delay,  bitterness  and  cost  unless  approached  in  a  spirit  of  fairness  and 
community  interest  as  a  whole  is  indicated  by  the  litigation  which  has 
been  in  progress  over  the  pumping  of  the  Lindsay-Strathmore  Irriga- 
tion District  for  the  past  five  years  with  no  tangible  results  as  yet  except 
large  costs  and  much  ill  feeling  among  the  parties  concerned. 

If  the  questions  of  the  maintenance  of  the  present  irrigation  develop- 
ment on  the  Kaweah  Delta  are  approached  with  a  realization  of  the 
injury  that  will  result  to  the  entire  area  from  any  permanent  injury  to 
any  part  it  is  thought  that  at  least  a  part  of  the  suggested  changes  can 
in  time  be  brought  about.  The  problems  involved,  however,  are  more 
largely  human  than  technical  and  their  solution  can  only  be  reached  by 
a  thorough  realization  among  those  directly  concerned  of  their  interest 
in  the  accomplishment  of  such  adjustments  with  the  minimum  of  injury 
to  those  affected  by  the  changes  and  a  maximum  benefit  at  minimum 
cost  to  those  receiving  the  more  direct  benefits. 


PART  III. 

UTILIZATION  OF  WATER  SUPPLY  OF  SOUTHERN 
PART  OF  TULARE  COUNTY. 


WATER   RESOURCES    OF   TULARE   COUNTY.  117 


Chapter  VII. 

AREA  DEPENDENT  ON  TULE  RIVER  FOR  ITS  WATER 

SUPPLY. 

The  areas  into  which  the  southern  part  of  Tulare  County  has  been 
divided  for  the  purposes  of  discussion  are  the  Tule  River  area,  the 
Deer  Creek  area,  the  White  Creek  area,  and  the  Southwestern  area. 
They  cover  all  of  the  San  Joaquin  Valley  in  Tulare  County  south  of 
the  areas  dependent  on  Kaweah  River  or  Lewis  Creek  sources  of  water 
supply.  The  locations  of  the  boundaries  used  are  shown  on  Map  2. 
The  actual  limits  of  each  area  are  in  many  cases  indefinite  and  the 
sources  of  water  supply  for  the  portions  near  the  boundaries  are  prob- 
ably the  result  of  more  or  less  mingling  of  waters  from  more  than  one 
source.  The  location  of  the  areas  irrigated  is  shown  on  Map  1,  the 
ground  water  contours  on  Map  2,  the  fluctuations  for  1921  on  Map  3 
and  the  general  depths  to  ground  water  on  Map  4. 

General  Formations  Affecting  Ground  Water. 

The  water  supply  of  the  southern  part  of  Tulare  County  being  less 
than  that  of  the  Kaweah  River  the  streams  have  been  able  to  form  less 
prominent  and  definite  deltas.  The  geological  formations  are  of  more 
relative  importance  in  affecting  the  ground  water  in  these  areas  than 
in  the  northern  part  of  the  county. 

The  eastern  side  of  the  valley  is  backed  by  the  massive  granitic  rocks 
of  the  Sierras,  which  are  flanked  on  the  west  by  old  beds  of  slate,  intru- 
sions of  serpentine  and  the  resulting  metamorphic  schists,  while  these  in 
turn  are  covered  toward  the  valley  by  the  more  recent  sedimentary  and 
alluvial  deposits.  There  is  an  area  of  older  sediments  generally  classed 
as  of  Neocene  age  extending  from  the  hills  to  west  of  Richgrove  in  the 
southern  part  of  the  county  and  narrowing  as  Tule  River  is  approached. 
The  local  streams  have  cut  their  channels  through  these  sediments  and 
their  recent  deltas  lie  to  the  west  of  its  outcrop.  It  is  probable  that  this 
Neocene  formation  may  extend  out  under  the  more  recent  valley 
alluvium  and  that  the  water  secured  by  some  of  the  deeper  wells  may 
be  derived  from  its  more  porous  strata.  As  its  source  of  replenish- 
ment is  confined  to  absorption  from  streams  or  precipitation  on  its  areas 
of  outcrop  or  from  water  contained  in  more  recent  overlying  alluvium 
the  rate  of  recharge  and  movement  would  be  expected  to  be  relatively 
slow  as  its  outcrop  is  in  an  area  of  limited  precipitation  and  run-off. 
As  this  formation  contains  many  strata  of  clay  the  accumulation  of 
pressure  in  the  coarser  water  bearing  strata  is  to  be  expected.  Tb« 
blue  clays  reported  in  many  of  the  deeper  wells  may  be  the  capping 
strata  of  these  sediments  beneath  which  the  artesian  supplies  are  found. 
As  this  formation  has  had  an  indefinitely  long  period  in  which  its  more 
porous  strata  may  have  become  filled  with  ground  water  under  consid- 
erable pressure,  the  satisfactory  yields  of  deep  wells  in  the  past  or  at 
present  can  not  be  taken  as  indicating  the  rate  at  which  draft  can  be 
permanently  maintained.  These  sediments  were  deposited  at  a  period 
when  this  part  of  the  San. Joaquin  Valley  was  submerged  and  shows 
the  characteristic  stratification  of  such  deposits. 


118  DEPARTMENT  OF  PUBLIC  WORKS. 

The  recent  alluvium  now  covering  the  valley  floor  is  the  result  of  the 
deposit  of  the  material  eroded  by  the  streams  from  the  adjacent  moun- 
tain areas  and  to  some  extent  from  the  older  sediments  of  the  valley 
edge  through  which  the  stream  channels  now  pass.  This  alluvium  is 
characteristic  of  such  deposits  in  that  it  consists  of  irregular  bodies  or 
lenses  of  coarse  and  fine  materials  deposited  by  the  varying  discharge 
and  meanderings  of  the  streams.  Water  is  usually  obtainable  throughout 
the  area  of  such  deposits.  The  coarser  material  is  deposited  nearer  the 
upper  portions  of  the  deltas  of  the  streams  with  the  finer  sands  and 
clays  carried  further  out  into  the  main  valley.  While  ground  water 
occurs  generally  throughout  these  recent  alluviums  the  yield  obtainable 
from  each  well  and  the  rate  at  which  any  water  pumped  may  be 
replaced,  depend  very  materially  on  the  location  of  the  well  in  relation 
to  the  source  of  the  material  forming  the  alluvium  and  to  the  present 
conditions  as  to  location  of  stream  channels  or  canals  and  the  extent 
of  run-off. 

Data  available  from  other  investigations  indicates  the  extent  of 
decrease  in  the  artesian  area.  The  reports  of  the  State  Engineer  for 
1878  to  1884  give  data  on  artesian  wells  extending  as  far  east  as  the 
line  through  Tipton,  Pixley  and  Earlimart.  Water  Supply  Paper  398 
of  the  U.  S.  Geological  Survey  shows  an  area  extending  about  H  miles 
east  of  Tipton,  one-half  mile  east  of  Pixley  and  one-half  mile  west  of 
Earlimart  as  artesian.  In  the  winter  of  1920-21  the  most  easterly  wells 
found  to  flow  were  several  miles  west  of  this  line. 

The  U.  S.  Census  returns  report  79  flowing  wells  with  a  total 
discharge  of  35,513  gallons  per  minute  used  for  irrigation  in  Tulare 
County  in  1910.  In  1920  the  same  returns  show  only  23  wells  with  a 
total  discharge  of  7173  gallons  per  minute.  Some  wells  formerly  flowing 
throughout  the  year  now  flow,  if  at  all,  only  during  the  winter  season. 

The  general  division  of  the  area  dependent  on  Tule  River,  Deer  and 
White  creeks  from  the  southwestern  area  considered  to  receive  its 
ground  water  from  mingled  sources  was  made  on  the  basis  of  the  ground 
water  contours  and  type  of  seasonal  fluctuations  of  the  wells.  In 
Water  Supply  Paper  398  a  similar  division  is  discussed  based  on  the 
results  of  chemical  analyses  of  the  water.  The  location  of  the  division 
between  the  areas  in  which  the  ground  water  at  all  depths  contains  very 
little  sulphate,  as  given  in  Water  Supply  Paper  398,  agrees  generally 
with  the  division  based  on  the  data  collected  in  these  investigations. 
The  deeper  wells  for  an  additional  area  to  the  west  were  found  by  the 
U.  S.  Geological  Survey  to  yield  water  containing  very  little  sulphate. 
This  is  considered  to  indicate  that  their  source  of  supply  is  from  the 
east  side  drainage  areas.  Such  waters  are  at  least  partially  artesian 
and  may  represent  a  mingling  of  several  sources.  The  wells  in  the  area 
discussed  as  the  southwestern  part  of  Tulare  County  are  of  this 
character. 

Extent  of  Tule  River  Area. 

The  total  area  considered  to  be  supplied  from  Tule  River  run-off 
has  been  divided  into  two  parts.  One  of  these  is  the  area  within  which 
there  is  irrigation  by  canals  diverting  from  the  Tule  River  and  the 
other  is  the  area  which  the  ground  water  contours  indicate  receives  its 
ground   water   replenishment   from   water  originating  from   the   Tule 


WATER   RESOURCES   OF   TULARE    COUNTY. 


119 


River  or  the  areas  surface  irrigated  by  Tule  River  water.  As  in  the 
eases  of  other  similar  areas  the  actual  boundaries  are  not  definite  and 
the  actual  effect  of  the  Tule  River  on  some  parts  of  the  area  included 
is  probably  relatively  small.  The  outer  Tule  area  extends  on  the  north 
to  the  center  of  the  cone  of  ground  water  depression  produced  by  the 
pumping  west  of  Lindsay  and  to  the  Kaweah  areas ;  to  the  west  to  the 
area  considered  to  represent  the  general  mingled  ground  waters  of  the 
San  Joaquin  Valley  trough ;  to  the  south  to  the  Deer  Creek  area  and  to 
the  east  to  the  line  of  contact  of  the  granite  and  the  valley  fill  or  to  the 
area  considered  to  be  dependent  on  Lewis  Creek. 

TABLE  32. 
Areas   in  Acres  Irrigated  in  Areas  Dependent  on  Tule  River  for  Their  Water  Supply. 


Area  within  area  covered  by  canals 

Area  irrigated 

in  additional 

area  dependent 

on  Tule  River 

for  ground 

water  supply, 

acres 

Total 

area, 

all 

classes, 

acres 

Area 

receiving 

canal 

service 

only,  acres 

Area  receiving 
canal  service 
and  supple- 
mental pump- 
ing, acres 

Area 

receiving 

pumping 

supply 

only,  acres 

Total, 
acres 

Alfalfa 

546 

685 

57 

294 

1,223 

4,987 
3,152 
626 
1.316 
3,847 

5,677 
1,511 
1,469 
1,837 
1,730 

11,210 
5,348 
2,152 
3,447 
6,800 

9,920 
8,939 
3,825 
2,928 
9,134 

21,130 

Orchards 

Vines _.. 

14,287 
5,977 

Corn___  

6,375 

Miscellaneous 

15,934 

Totals 

2,805 

13.928 

12,224 

28,957 

34,746 

63,703 

AREAS   IRRIGATED. 

In  Table  32  the  results  of  the  data  collected  on  the  areas  irrigated 
in  1921  are  shown  segregated  by  the  source  of  water  supply  and  crops. 
The  relatively  small  area  which  depended  entirely  on  canals  for  its 
water  supply  in  1921  is  noticeable  in  this  table.  The  crops  included  as 
miscellaneous  include  grain,  pasture,  cotton,  truck  and  all  other  crops 
not  included  in  the  other  four  types  shown.  The  orchards  include 
both  deciduous  and  citrus  types.  The  segregations  by  ditches  and  by 
divisions  of  the  area  given  later  indicate  the  general  division  of  these 
two  types  of  orchards. 

The  year  covered  by  the  ground  water  studies  on  the  Tule  River  was 
one  of  less  than  normal  run-off,  the  deficiency  for  1920-21  on  the  Tule 
River  being  relatively  greater  than  that  on  the  Kaweah  River  for  the 
same  year.  The  actual  run-off  of  the  main  Tule  and  of  the  South  Fork 
at  the  gaging  points  of  the  U.  S.  Geological  Survey  from  October  1, 
1920,  to  October  1,  1921,  was  90,520  acre-feet  or  65  per  cent  of  the 
normal.  The  run-off  was  well  sustained,  the  discharge  for  June,  1921, 
being  as  large  as  that  in  some  other  years  of  much  larger  total  annual 
run-off.  All  of  the  run-off  in  1921  was  used  within  the  Tule  River  area 
without  any  outflow  to  Tulare  Lake.  The  run-off  while  only  65  per  cent 
of  the  normal  in  total  amount  was  equal  to  75  per  cent  of  the  average 
amount  retained  within  the  Tule  River  area. 

The  areas  irrigated  in  1921  represent  the  present  extent  of  develop- 
ment. Had  there  been  a  larger  run-off  in  Tule  River  in  1921,  canal 
irrigation  would  have  been  used  to  a  larger  extent  on  those  lands  having 
both  sources  of  supply  and  additional  areas  would  have  been  irrigated 


120  DEPARTMENT    OP   PUBLIC   WORKS. 

particularly  under  the  lower  ditches.  The  figures  given,  however,  are 
considered  to  represent  fairly  closely  the  present  extent  of  the  area 
which  will  be  irrigated  in  years  in  which  the  run-off  does  not  exceed 
the  normal  supply.  A  total  area  of  63,703  acres  of  irrigated  crop  were 
found  within  the  total  area  dependent  on  Tule  River  for  its  water 
supply.  With  a  total  mean  annual  run-off  of  137,000  acre-feet,  of 
which  an  average  of  17,000  acre-feet  probably  leaves  the  area  without 
use,  one  acre  of  crop  is  being  irrigated  for  each  1.9  acre-feet  of  mean 
annual  available  supply.  This  represents  a  relatively  heavy  develop- 
ment in  proportion  to  the  available  water  supply.  The  area  irrigated  in 
1921  represented  31  per  cent  of  the  gross  area  dependent  on  the  Tule 
River  for  any  water  supplies  at  present  available. 

Use  by  Canals. 

There  is  much  less  data  available  regarding  diversions  from  Tule 
River  than  from  Kaweah  River.  Measurements  for  the  season  of  1901 
were  made  by  Mr.  A.  E.  Chandler  for  the  Irrigation  Investigation  of 
the  U.  S.  Department  of  Agriculture  and  are  published  in  office  of 
Experiment  Stations  Bulletin  119.  Since  1901  many  changes  have 
occurred  in  the  diversions. 

No  complete  records  were  obtained  during  these  investigations.  The 
time  and  funds  available  did  not  permit  undertaking  such  measure- 
ments except  by  restricting  the  underground  water  studies  and  this  was 
not  considered  advisable.  The  areas  served,  the  general  nature  of  the 
use  and  some  measurements  of  diversions  were  obtained.  There  is  no 
single  definite  basis  on  which  the  flow  in  Tule  River  is  divided.  As  the 
result  of  litigation  there  is  a  general  understanding  of  the  relative 
rights  and  little  controversy  has  arisen  during  recent  years. 

Prom  March  19  to  April  10  of  each  vear  the  riparian  owners  below 
the  east  line  of  Sec.  15,  T.  21  S.,  R.  26' E.,  receive  the  full  flow  of  the 
river  up  to  400  second-feet.  The  upper  ditches  are  closed  as  the  dis- 
charge seldom  exceeds  400  second-feet  during  this  period.  In  years  of 
more  than  normal  run-off  additional  water  may  be  received  by  these 
lower  owners  after  April  10  if  the  run-off  exceeds  the  diversions  of  the 
upper  ditches. 

Under  the  larger  number  of  the  ditches  diverting  from  the  Tule  River 
the  stockholders  own  lands  in  excess  of  the  areas  for  which  water  is 
available  in  many  years.  This  results  in  variations  in  the  areas  actually 
irrigated  in  different  years.-  The  areas  actually  irrigated  in  1921  were 
obtained  by  direct  canvass. 

In  the  South  Fork  of  the  Tule  River  the  South  Tule  Independent 
Ditch  Co.  diverts  below  the  stream  gaging  station.  About  300  acres 
are  served.  There  are  some  additional  minor  diversions  and  some  use 
of  water  by  pumping  from  wells  in  the  South  Fork  Valley.  Detailed 
data  on  such  uses  was  not  secured. 

The  diversions  on  the  main  Tule  River  above  the  gaging  station  were 
not  covered  as  their  use  of  water  is  accounted  for  in  the  stream  flow 
records.  The  irrigation  by  these  ditches  represents  a  small  but  valuable 
development. 


WATER   RESOURCES   OF   TULARE    COUNTY. 


121 


TABLE  33. 
Data  on  Irrigation  by  Ditches  Diverting  from  Tule  River— Season  of  1921. 


Total 

area 
irrigated 
in  1921, 

acres 

Acreage  irrigated  in  1921  by  crops 

Diversion 

measured 

June  10, 

1921, 

sec.-ft. 

Area 
served 

Ditch 

Alfalfa 

Orchard 

Vines 

Corn 

Miscel- 
laneous 

1901,  from 

Bull.  119 

acres 

North  side  of  river — 
Pioneer_.    _     

3,012 

1,405 

114 

163 

1,059 

675 

266 
3,192 

437 
1,307 

844 

4,259 

268 

577 

25 

44 

221 

53 

111 

1,293 

93 
705 
399 

1,744 

2,225 

119 

13 

65 

75 

522 

18 
293 
244 
197 

39 

27 

246 
43 

11 
7 

171 

162 

42 

6 

229 

102 

504 

34 

37 

527 

100 

122 

1,053 

85 
238 
266 

2,002 

32 

46 

6 

\           35 

25 
'10 
=50 
22 
19 
20 

0 

1,261 

Porter  Slough __     ... 
Burton..     

100 

Gilliam    ..   .   

986 
450 

Hubbs  and  Miner 

South  side  of  river — 
Campbell  and  More- 

15 

257 

15 

167 
80 

466 

153 

Poplar 

296 

3,000 

855 

Woods  Central 

Stockton 

60 
20 

900 
395 

Both  sides — 
Lower     Tule     River 
Water  Users  Asso- 
ciation    ...  .  ... 

14,000 

Totals 

16,733 

5,533 

3.837 

683 

1,610 

5,070 

265 

22,100 

'Estimated. 
2MonthIy  mean  used. 

The  data  collected  on  the  areas  served  in  1921  is  assembled  in  Table 
33.  Of  the  total  of  16,733  acres,  the  larger  portion  also  received  some 
additional  supply  by  pumping.  Such  supplemental  pumping  supply 
varied  from  one  irrigation  to  nearly  full  service. 

The  results  of  measurements  of  the  diversions  on  June  10.  1921,  are 
also  given  in  Table  33.  The  discharge  of  the  main  Tule  River  on  this 
date  was  214  second-feet  and  of  the  South  Fork  16  second-feet  or  a 
total  of  260  second-feet.  The  Stockton  Ditch  diverted  all  of  the  flow  at 
that  point.  The  sum  of  the  diversions  exceeds  the  record  of  stream  flow 
on  the  date  given.  There  were  also  small  unmeasured  diversions  not 
included  in  Table  33.  The  figures  for  stream  flow  are  the  record  for 
June  10  of  the  U.  S.  Geological  Survey  stations.  Xo  special  effort  was 
made  to  determine  stream  losses  or  to  have  the  ditches  maintained  at  a 
uniform  rate  of  diversion  at  the  time  measured.  Efforts  were  made, 
however,  to  make  all  measurements  below  the  location  of  spillways. 
The  results  indicate  either  that  there  was  such  return  of  water  to  the 
stream  by  spillways  or  general  seepage. 

Measurements  of  seepage  on  the  ditches  made  in  1901.  as  given  in 
Bulletin  119.  show  losses  varying  from  less  than  10  per  eent  to  over  80 
per  cent.  The  average  seepage  loss  probably  exceeded  30  per  cent  of 
the  diversion.  On  the  lower  ditches  the  present  seepage  losses  are 
probably  nearly  as  large  as  in  1901. 

It  was  concluded  from  the  results  of  actual  measurements  in  1901 
that  there  was  little  or  no  loss  above  the  diversion  of  the  Pioneer  Canal, 
that  there  was  some  gain  by  seepage  from  adjoining  irrigation  between 
the  Pioneer  Canal  and  Por'terville  and  that  below  Porterville  the  water 
is  gradually  lost  in  the  sandy  bed. 


122 


DEPARTMENT    OF    PUBLIC   WORKS. 


The  Pioneer  Ditch  is  the  largest  of  the  Tule  River  diversions  serving 
the  citrus  areas.  In  addition  to  the  water  secured  by  direct  diversion, 
there  are  two  wells  in  Porterville  from  which  water  is  pumped  into  the 
ditch.  This  ditch  operates  on  a  more  definite  system  of  delivery  than 
most  of  those  diverting  from  the  Tule  River  and  water  is  measured  at 
each  delivery.  The  records  of  delivery  for  1920  and  1921  were  exam- 
ined and  the  totals  obtained.  In  1921  the  field  canvass  of  the  areas 
actually  irrigated  gave  a  total  of  3012  acres  as  shown  in  Table  33.  All 
except  about  800  acres  of  this  area  received  some  supplemental  pumped 
water. 

For  1920  the  total  deliveries  were  3260  acre-feet  and  for  1921,  2500 
acre-feet.  The  amounts  delivered  from  the  pumping  plants  are 
included  in  both  cases.  This  represents  an  average  of  1.1  and  0.8 
acre-feet  per  acre  irrigated  and  indicates  the  need  of  the  additional 
.supplies  secured  by  most  of  the  lands  from  pumping. 

Records  obtained  in  1901,  given  in  Bulletin  119,  from  May  19  to 
November  30  gave  a  total  diversion  of  10,102  acre-feet  and  a  delivery 
of  2842  acre-feet  or  a  conveyance  loss  of  72  per  cent  of  the  amount 
diverted.  No  continuous  records  of  diversion  were  obtained  in  1920  or 
1921.  The  measurement  of  June  10,  1921,  was  made  at  a  rate  of  flow 
which  appeared  to  be  about  the  average  capacity  of  the  ditch.  If  the 
same  rate  of  flow  was  maintained  during  the  times  of  maximum  delivery 
a  conveyance  loss  of  about  one-half  the  amount  diverted  is  indicated. 
Tins  data  while  incomplete  indicates  that  a  relatively  large  proportion 
of  the  water  diverted  is  lost  from  the  ditch  and  may  become  available 
for  pumping  within  the  area  served  or  on  lower  lands. 

The  records  for  1920  from  January  to  November  give  the  following 
distribution  of  the  total  deliveries : 


Month,   1920 

Per  cent  of 
total  delivery 

Month,   1920 

Per  cent  of 
total  delivery 

January        

6 
7 
1 
3 
30 
19 

July .  . 

15 

February          _  

August 

4 

March      __ 

September       _.  .  _      _  . 

9 

April             _  _    

October       _  _  _  _  _ 

5 

May         ..      _    .      .    _. 

November 

1 

June . 

The  Porter  Slough  Ditch  utilizes  Porter  Slough  as  a  canal.  The 
diversion  is  controlled  by  a  wier  and  headgate  at  the  head  of  Porter 
Slough.  (Plate  VIII,  Fig.  A.)  The  Burton  Ditch  generally  received 
water  in  the  winter  and  also  after  the  run  of  the  Lower  Tule  users.  In 
1921  there  were  four  runs  with  a  delivery  of  the  head  for  one-half  hour 
per  share  on  each  run  to  the  282  shares.  This  is  equivalent  to  a  diver- 
sion of  about  300  acre-feet  or  about  2.6  acre-feet  per  acre  for  the  114 
acres  irrigated.  The  Gilliam  Ditch  diverts  below  the  Burton  Ditch. 
The  Hubbs-Miner  Ditch  diverts  through  the  Gilliam  Ditch.  The  crops 
are  diversified.  On  the  south  side  of  the  river  the  Campbell  and  More- 
land  Ditch,  formerly  called  the  Piano  Ditch,  is  the  upper  diversion. 
It  serves  mainly  citrus  orchards.     The  upper  portions  of  the  ditch  are 


WATER   RESOURCES   OF    TULARE    COUNTY. 


123 


concrete  lined.  The  Vandalia  Ditch  is  below  and  parallel  to  the  Camp- 
bell and  Moreland  Ditch.     There  are  10  users  under  the  Vandalia  Ditch. 

The  Poplar  Ditch  served  a  larger  area  in  1921  than  any  of  the  other 
Tule  River  diversions.  It  covers  lower  lands  and  has  a  larger  propor- 
tion of  alfalfa  and  mixed  crops  with  less  orchards  than  the  ditches 
serving  higher  areas.  The  right  of  the  Poplar  Ditch  is  one  of  the  oldest 
on  the  river.  There  are  about  8000  acres  under  the  ditch  of  which  6000 
acres  may  be  irrigated  in  years  of  favorable  run-off. 

Sufficient  observations  of  the  flow  of  Poplar  Ditch  were  made  at  the 
highway  crossing  south  of  Porterville  to  enable  the  total  diversions  to  be 
estimated.  Diversion  began  December  13,  1920,  and  continues  through 
June  with  the  exception  of  the  time  of  the  run  for  the  Lower  Tule  users 
and  other  short  periods.  The  total  diversions  were  as  follows :  For  the 
3192  acres  irrigated  in  1921  the  estimated  average  diverisons  was  4.4 
acre-feet  per  acre. 


Month 

Diversions  in 
total  acre- 
feet 

Month 

Diversions  in 
total  acre- 
feet 

December,  1920 

920 
1,800 
2,240 
1,440 
2,100 

May     .  -  -      -  - -- 

2,980 

January,  1921 

June      

2,640 

Total 

March                  __  _    

14,120 

A.pril    __  __ 

The  Rhodes  and  Fine  Ditch  serves  an  area  between  the  Poplar  Ditch 
and  the  river.  On  June  10,  1921,  all  of  the  flow  of  the  river  was 
diverted  at  the  head  of  the  ditch  and  41  second-feet  returned  to  the  river 
at  the  spillway.  The  sum  of  the  diversions  of  the  Woods  Central  and  the 
Stockton  Ditch  which  took  the  entire  remaining  flow  on  the  same  date 
was  39  second-feet.  These  measurements  indicate  little  loss  in  con- 
veyance in  this  portion  of  the  river.  This  is  to  be  expected  as  hardpan 
occurs  in  portion  of  the  stream  channel.  Losses  by  local  seepage  at  the 
beginning  of  flow  probably  occur  after  periods  of  dry  channel  condi- 
tions. The  Woods  Central  Ditch  was  formerly  called  Callison  Slough. 
In  1921  each  share  received  two  runs.  Water  is  used  when  available 
during  the  winter  as  well  as  during  the  summer.  The  Stockton  Ditch 
is  the  last  diversion  above  the  Lower  Tule  users.  In  1921  there  were 
three  runs  stated  to  be  20  second-feet  for  48  hours  to  each  of  the  eight 
shares,  or  an  equivalent  of  a  total  of  1920  acre-feet.  For  the  844 
acres  irrigated  this  is  an  average  use  of  2.3  acre-feet  per  acre.  The 
diversion  is  shown  in  Plate  VIII,  Fig.  B.     The  Lower  Tule  River  Water 


124 


DEPARTMENT   OF   PUBLIC   WORKS. 


Plate  VIII,  Figure  A.     Weir  at  Head  of  Porter  Slough  on  Tule  River. 


Plate  VIII,  Figure  B.     Diversion  Dam  of  Stockton  Ditch   on  Tulare  River. 


WATER   RESOURCES   OF   TULARE   COUNTY.  125 

Users  Association  comprises  37  riparian  owners  who  by  joint  action 
secured  a  judgment  against  all  of  the  upper  ditches  under  which  they 
receive  the  river  flow  up  to  400  second-feet  measured  at  the  Aettle 
Bridge  at  the  east  line  of  section  15,  T.  21  S.,  R.  26  E.,  for  the  twenty- 
two  days  from  March  19  to  April  10  of  each  year.  These  users  have  an 
area  of  5135  acres;  in  many  years  only  a  portion  of  this  area  is 
irrigated. 

USE  OF  GROUND  WATER. 

The  rates  of  draft  by  pumping  vary  with  the  crops,  soils  and  the 
extent  of  canal  water  received  where  this  source  of  supply  may  be 
available.  In  the  following  tables  further  subdivisions  of  the  areas  have 
been  made  to  correspond  to  differences  in  conditions  of  draft  or  replen- 
ishment of  the  ground  water.  The  results  for  each  area  are  given  in 
Tables  34  and  35.  The  areas  irrigated  and  the  changes  in  ground  water 
elevations  are  also  shown  on  Maps  1  and  2. 

The  segregation  of  the  areas  and  use  of  water  by  crops  in  Table  34 
indicates  the  differences  in  crop  distribution  in  the  different  parts  of  the 
area  and  the  extent  of  use  of  water.  The  amounts  used  per  acre  where 
pumping  plants  are  used  represent  the  irrigators  practice  under  condi- 
tions where  water  is  available  throughout  the  season  and  where  the  dif- 
ferences in  amount  of  use  are  mainly  differences  of  cost  rather  than 
of  availability  of  the  supply.  For  the  area  not  receiving  any  canal 
irrigation  the  average  amount  used  for  alfalfa  was  about  three  acre- 
feet  per  acre.  For  orchards  the  average  use  was  2.5  acre-feet  per  acre, 
being  somewhat  larger  in  the  areas  growing  mainly  citrus  orchards. 
The  extent  of  deciduous  orchards  in  these  areas  is  relatively  less  than 
on  the  Kaweah  Delta.  The  use  of  water  on  vines  appears  to  be  similar 
in  amount  to  that  on  orchards.  A  relatively  large  proportion  of  the 
vines  in  this  area  are  of  recent  planting. 

The. general  average  amount  of  water  pumped  is  only  slightly  less  in 
the  area  served  by  canals  than  in  that  dependent  entirely  on  pumps. 
About  50  per  cent  of  the  area  receiving  pumped  water  in  the  canal 
areas  also  received  some  canal  irrigation. 

The  pumping  draft  as  given  in  Table  35  represents  the  amounts 
estimated  to  be  drawn  from  the  ground  water  by  the  pumps.  The 
quantities  given  will  exceed  the  net  draft  on  the  ground  water  by  what- 
ever proportion  of  the  water  pumped  returns  to  the  ground  water  by 
seepage  and  percolation  from  the  use  of  the  pumped  water.  Iu  the 
upper  citrus  areas  such  percolation  is  not  to  be  expected.  No  deduc- 
tions in  the  estimated  gross  draft  have  been  made  for  such  return  from 
irrigation ;  for  the  conditions  of  soil  and  irrigation  applying  in  this 
area  a  return  by  such  losses  of  10  to  20  per  cent  of  the  gross  draft 
might  be  expected.  The  gross  draft  is  based  on  the  discharge  and 
period  of  operation  of  the  plants,  measurements  of  the  discharge  being 
made  where  feasible.  The  results  are  thought  to  represent  the  actual 
draft  fairly  closely. 

The  total  indicated  gross  pumping  draft  for  1921  was  132,070  acre- 
feet.  The  average  net  available  run-off  of  Tule  River  has  been 
estimated  as  120,000  acre-feet.  Only  a  portion  of  this  will  reach  the 
ground  water  as  the  run-off  is  largely  diverted  for  .surface  irrigation. 
It  is  obvious  that  a  draft  of  132,000  acre-feet  can  not  be  maintained 


126 


DEPARTMENT    OF    PUBLIC   WORKS. 


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WATER   RESOURCES    OP   TULARE    COUNTY. 


127 


TABLE  35. 

Areas  Irrigated  and  Draft  on  Ground  Water  for  Areas  Dependent  on  Tule  River  for  their  Water  Supply  for  Surface 

Irrigation  and  for  Pumping. 


Area 

Gross 
area, 
acre 

Area 
irrigated 

by 
pump- 
ing, 
acre 

Total 

draft 

on 

ground 
water, 

acre-feet 

Draft 

in 

acre-feet 

per  acre 

irrigated 

Draft 

in 

acre-feet 

per  acre 

of  gross 

area 

Lower- 
ing of 
ground 
water  in 
1921  in 
feet 

Rise  in 

elevation 

of  ground 

water, 

Nov.  1, 

1920,  to 

Feb.  1, 

1921, feet 

Areas  within  which  some  lands  receive  canal  irri- 
gation— 

Upper  lands,  east  of  west  line  of  range  27  E 

Lands  in  range  26  E 

26.200 
28,800 
21,800 

8,365 

11,167 

6,623 

20,893 
21,097 
10,394 

2.5 

1.9 
1.6 

0.80 
0.75 
0.50 

0.35 
1.20 
3.30 

1.6 
0.3 

Lands  west  of  range  26  E.. 

0.2 

Totals 

76,800 

23,700 

40,400 

56,300 

7,000 

26,155 

10.533 

12,366 

10,988 

859 

52,384 

24,763 
31,662 
20,483 

2,778 

2.0 

2.35 
2.55 
1.85 
3.35 

0.7 

1.05 

0.80 
0  35 
0.40 

1.5 

3.00 
2.25 
1.55 
1.75 

0.7 

Areas  outside  of  area  receiving  some  canal  irrigation 
but  dependent  on  Tule  River  sources  for  their 
ground  water  supply — 
Area  north  of  Tule  River  and  northeasterly  of 
Strathmore 

3.40 

Area  east  of  west  line  of  range  25  E.  . 

0.15 

Area  west  of  west  line  of  range  25  E 

1.20 

Area  south  of  Tule  River  in  ranges  27  and  28  E._ 

0.60 

Totals 

127,400 

34,746 

79,686 

2.3 

0.65 

2.05 

1.25 

Total  of  all  areas 

204,200 

60,901 

132,070 

2.2 

0.65 

1.85 

1.05 

from  a  supply  of  less  than  120,000  acre-feet.  The  elements  of  uncer- 
tainty involved  in  this  comparison  are  such  that  the  amount  of  the 
Tule  River  run-off  reaching  the  ground  water  can  not  be  definitely 
determined  and  there  may  be  some  over  estimation  of  the  pumping 
draft. 

The  above  general  comparisons  indicate  that  the  present  use  of  the 
waters  of  Tule  River  approaches  and  probably  exceeds  the  average  net 
available  water  supply  and  that  a  continuance  of  present  rates  of  use 
will  result  in  a  lowering  of  the  -ground  water  over  a  long  period  of 
years.  The  relation  of  use  and  supply  varies  in  the  different  portions 
of  the  area  and  such  lowering  will  be  more  rapid  in  those  portions  of 
the  area  having  the  largest  use  in  proportion  to  the  supply.  The  data 
presented  appears  convincing  that  further  increase  in  the  rate  of  draft 
can  not  be  made  without  a  certainty  of  continual  lowering  of  the  ground 
water  in  some  parts  of  the  area. 


128 


DEPARTMENT    OP    PUBLIC    WORKS. 


J    r  M  A    M  J  J    AS 


M  D 


J  r  ma 

At  J 

J 

A 

S 

o 

At   U 

Jo  6 

We// 

2-6-33 

J04- 

J^outnu/est-^ 

jo; 

of  Poplar   in 
pumping    area 

to  ± 

>•  204- 

I 


Jn  pumping 
Area  n&a 
F>ixfey.\ 


/Vor/hwest    of  Alpaugh    in 
oreO  of  ,SCc/  tiered  pi/mping 

i . i i i_j. i i r  i    i"7, 


-^    444- 

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wells   consist   of  /ast    dig/t- 
or 7bwnsh/p  number  /a^f  digit 
of  /fortcpe  number,  c?r?cf  ^enaf 
number  of  we//. 


408 


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410 


.!   Well 

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Tu/e 

^4^c 

f? 

iv. 

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id 

D 

ec 

r   Cr, 

of  Tu/e  River   in    arect 
of  /itf/ei  pw?7pin<p\ 


Fig  /3       /fydrographs     of     lypica/  lA/e//s    /'n    Title  fTiver  Area. 


WATER   RESOURCES   OF   TULARE    COUNTY.  129 

In  Fig.  13  are  given  hydrographs  for  typical  wells  in  the  Tule  River 
area.  The  location  of  these  wells  is  .shown  on  Map  2.  The  first  four  of 
these  are  distributed  along  Tule  River  and  illustrate  the  increasing 
lowering  from  1920  to  1921  from  the  upper  to  the  lower  portions  of  the 
canal  served  area.  Well  1-7-88  is  well  sustained  into  July  by  the 
adjacent  stream  flow  and  canal  use  and  fully  held  its  elevation  from 

1920  to  1921.  Well  1-6-103  is  in  the  area  where  there  is  both  canal 
irrigation  and  pumping.  The  flow  in  the  adjacent  river  channel  is  not 
of  as  long  duration  as  near  well  1-7-88  and  the  rise  is  not  as  well  sus- 
tained. There  was  a  lowering  of  one  foot  from  1920  to  1921.  Well 
1-5-138  is  within  the  area  of  lands  of  the  Lower  Tule  River  Association. 
The  peak  of  the  rise  is  sharper  and  there  was  a  lowering  of  three  feet 
from  1920  to  1921.  Well  1-4-10  is  at  the  western  limit  of  canal  service 
in  1921.  There  was  no  rise  and  the  drop  from  1920  to  1921  was  3^  feet. 
Little  Tule  River  water  reached  the  vicinity  of  this  well  in  1921. 

Well  1-6-108  is  located  over  two  miles  from  Tule  River  but  in  the  area 
irrigated  by  the  Poplar  Canal.  It  shows  a  well  sustained  rise  and  no 
drop  from  1920  to  1921.  Well  2-6-39  is  southwest  of  Poplar  and  over  a 
mile  from  any  canal  irrigation  but  in  an  area  of  considerable  pumping. 
There  was  no  rise  during  the  year  and  a  total  drop  from  1920  to  1921 
of  nearly  three  feet.  Well  2-5-54  is  further  to  the  southwest  near  the 
southern  edge  of  the  area  considered  to  be  dependent  on  Tule  River 
sources  for  its  water  supply  but  over  seven  miles  from  any  area  using 
Tule  River  canals.  There  is  also  considerable  pumping  in  this  area. 
These  factors  resulted  in  a  continual  lowering  of  the  ground  water,  the 
difference  from  1920  to  1921  being  about  3^  feet. 

Well  3-4-7  is  in  the  southwestern  part  of  the  outer  area  dependent  on 
Tule  River  in  an  area  remote  from  canal  use  but  with  some  scattered 
pumping.  It  showed  some  winter  recovery,  probably  of  pressure  rather 
than  of  volume,  and  a  lowering  from  1920  to  1921  of  less  than  one  foot. 

Well  2-7-32  is  in  an  area  of  heavy  pumping  between  Tule  River  and 
Deer  Creek  and  near  the  edge  of  the  valley.  The  ground  water  contours 
indicate  a  depression  in  the  ground  water  in  this  area.  The  rapid 
lowering  during  the  season  of  draft  and  the  rapid  recovery  at  the  end 
of  the  draft  season  are  very  noticeable.     The  drop  between  1920  and 

1921  was  over  four  feet. 

Well  2-7-62  is  at  the  division  of  the  area  considered  dependent  on  Tule 
River  and  Deer  Creek.  It  is  distant  from  both  sources  and  has  little 
adjacent  pumping.  There  was  no  rise.  The  lowering  from  1920  to 
]  921  was  nearly  two  feet. 

Well  2-7-82  is  nearer  the  Tule  River  but  outside  the  areas  of  use  by 
canals.  In  comparison  with  well  1-7-88  it  shows  less  recovery  during 
the  run-off  season  and  a  drop  of  about  one-half  foot  from  1920  to  1921. 

The  conditions  of  present  development,  water  supply  and  ground 
water  fluctuations  vary  so  materially  in  the  different  parts  of  the  area 
that  general  averages  are  not  representative  of  the  different  parts.  The 
areas  used  in  Tables  34  and  35  represent  the  general  divisions  into  which 
the  area  has  been  divided  for  discussion. 


9—21044 


130  DEPARTMENT   OF   PUBLIC   WORKS. 

AREAS   WITHIN    WHICH    SOME    LANDS    RECEIVE    CANAL    IRRIGATION. 

Lands  East  of  West  Line  of  Range  27  East. 

In  the  area  receiving  some  canal  irrigation  the  lands  east  of  the  west 
line  of  range  27  east  represent  the  areas  having  the  larger  proportion 
of  orchard,  mainly  citrus.  The  Tule  River  and  Porter  Slough  as  well 
as  the  diversions  for  irrigation  give  a  more  direct  recharge  to  the  ground 
water  in  this  area.  A  rate  of  pumping  draft  of  0.8  acre-feet  per  acre  of 
gross  area  resulted  in  a  lowering  of  the  ground  water  of  only  0.35  feet 
in  1921.  During  the  winter  months  of  1920-21  a  run-off  of  14,000 
acre-feet  in  Tule  River  resulted  in  an  average  rise  for  those  months  of 
1.6  feet.  In  some  portions  of  the  area,  as  shown  on  Map  3,  there  was 
an  actual  rise  in  the  ground  water  during  1921,  the  recharge  exceeding 
the  draft.  A  lowering  of  over  one  foot  occurred  only  along  the  north- 
ern portion  of  the  area  which  is  more  remote  from  sources  of  percolation 
and  in  areas  adjacent  to  the  valley's  edge  where  recharge  is  more 
largely  from  the  limited  local  drainage.  With  the  larger  use  of  canal 
water  in  years  of  larger  run-off  it  appears  that  ground  water  eleva- 
tions should  maintain  themselves  in  this  area.  An  increase  in  the 
present  rate  of  draft  in  the  portions  of  this  area  nearer  to  sources  of 
recharge  would  probably  be  balanced  to  some  extent  at  least  by 
increased  rate  of  recharge  but  with  some  consequent  reduction  of  the 
supply  available  for  recharge  in  other  parts  of  the  area. 

Lands  in  Range  26  East. 

The  second  division  of  this  area  in  townships  21  and  22  south,  range 
26  east  covers  the  lands  served  by  the  lower  ditches  in  the  vicinity  of 
Woodville  and  Poplar.  The  crops  are  relatively  diversified  with  less 
orchard  and  more  alfalfa  than  in  the  upper  area.  The  average  pump- 
ing draft  per  acre  is  also  less.  The  season  of  river  flowr  and  canal  use  is 
not  as  long  in  the  larger  part  of  this  area  as  in  the  upper  area  and 
about  the  same  rate  of  draft  per  acre  of  gross  area  resulted  in  an  aver- 
age lowering  of  the  ground  water  in  1921  of  1.2  feet.  The  conditions 
for  recharge  during  the  winter  months  are  also  not  as  favorable  and  an 
average  rise  of  only  0.3  feet  occurred. 

The  lowering  of  the  water  table  in  1921  was  smallest  in  the  upper 
portions  of  this  area  and  largest,  exceeding  2  feet,  in  those  portions 
receiving  the  least  canal  irrigation.  In  general  the  data  available 
appears  to  indicate  that  the  ground  water  elevations  would  be  main- 
tained in  this  area  in  years  of  normal  run-off  with  the  present  rate  of 
draft  but  that  this  may  be  questionable  for  those  portions  further  from 
the  stream  channels  or  from  canals.  Any  material  increase  of  draft  in 
such  portions  of  the  area  would  be  expected  to  result  in  a  continual 
lowering  of  the  ground  water. 

Lands  Along  Lower  Tule  River. 

The  third  division  of  the  general  area  receiving  canal  service  covers 
the  lower  lands  along  the  Tule  River  which  receive  the  twenty-two  days 
run  of  the  river  in  March  and  April  and  such  other  run-off  as  may 
occur  in  excess  of  the  diversion  capacities  of  the  upper  canals.  The 
flow  during  the  twenty-two  days  run  in  1921  was  somewhat  larger  than 
that  occurring  in  some  years  of  similar  total  annual  discharge  but  was 


WATER   RESOURCES   OF    TULARE    COUNTY. 


131 


below  the  average  for  all  years.     The  crops  grown  are  largely  alfalfa, 
corn  and  grain. 

A  rate  of  draft  of  only  0.5  acre-feet  per  acre  of  gross  area  resulted 
in  an  average  lowering  of  the  ground  water  of  3.3  feet  in  this  area  in 
1921.  There  was  a  winter  rise  of  only  0.2  feet.  The  ground  water 
elevations  appear  to  be  more  sensitive  to  pumping  draft  and  to  have 
less  winter  recharge  than  the  other  areas.  The  rate  of  draft  is  less 
than  for  other  areas  covered  by  canals.  The  lowering  was  greatest  in 
the  western  parts  of  the  area.  The  present  rate  of  draft  appears  to  be 
fully  as  large  as  the  conditions  of  recharge  will  warrant  and  the  mainte- 
nance of  ground  water  elevations  with  the  present  draft  in  years  of 
normal  water  supply  is  open  to  question. 

TULE    RIVER  AREAS  OUTSIDE  OF  AREAS  SERVED   BY  CANALS. 

The  areas  outside  of  areas  receiving  some  canal  irrigation  but 
dependent  on  Tule  River  sources  for  their  ground  water  supply  also 
differ  in  their  conditions  of  use  and  supply  and  have  been  divided  into 
four  divisions  for  discussion. 

Area  on  North  of  Tule  Delta. 

The  area  on  the  northern  side  of  the  Tule  area  has  been  defined  in 
this  discussion  by  the  slope  of  the  ground  water  as  shown  by  the  present 
ground  water  contours.  There  has  been  a  relatively  large  drop  in  the 
water  table  in  this  area  and  the  present  position  of  the  ground  water 
contours  differs  from  that  of  the  period  prior  to  pumping.  Well 
records  beginning  in  1917  have  been  secured  in  this  area  by  the 
Lindsay-Strathmore  Irrigation  District.  From  these  readings  the 
results  shown  in  Table  36  have  been  obtained. 

TABLE  35. 
Ground  Water  Fluctuations  in  Area  North  of  Tule  River  Dependent  on  Tule  River  Sources  for  its  Ground  Water  Supply. 


Item 

1917 

1917-18 

1918-19 

1919-20 

1920-21 

Total  average  drop  in  ground  water  in  feet  for  year  ending  November  1. 
Average  rise  in  ground  water  in  feet  for  period  beginning  November  1 
and  ending  February  l._       

4.6 

3.9 

1.3 

50,900 
8,100 

3.5 

1.9 

76,400 
9,200 

3.1 

2.7 

111,800 

9,300 

3.0 
3  4 

Total  discharge  of  Tule  River  for  year,  acre-feet 

Total  discharge  of  Tule  River  for  period,  November  1  to  February  1 

120,100 

90,500 
14  000 

There  has  been  less  increase  in  the  area  supplied  by  pumps  in  this 
area  during  the  last  five  years  than  in  other  portions  of  the  Tule  River 
area,  the  development  of  orchards  having  been  begun  largely  prior  to 
1912.  The  total  estimated  draft  for  1921  was  24,800  acre-feet  or  an 
average  of  1.05  acre-feet  per  acre  of  gross  area.  A  total  of  10,530 
acres  were  irrigated  or  45  per  cent  of  the  gross  area. 

The  lowering  of  the  water  table  for  each  year  shows  a  tendency  to 
become  less  with  the  later  years  of  the  five-year  period.  The  rise 
during  the  winter  shows  a  tendency  to  increase.  Neither  of  these 
tendencies  appears  to  be  directly  proportional  to  the  run-off  of  Tule 
River.  There  are  no  detailed  records  of  the  draft  for  any  years  except 
1921.     It  is  probable,  however,  that  there  has  been  only  a  relatively 


132  DEPARTMENT   OP   PUBLIC   WORKS. 

small  increase  in  the  draft  since  1917  and  there  may  actually  have  been 
some  decrease.  The  increasing  lifts  tend  to  reduce  the  discharge  of  the 
pumping  plants,  and  the  increased  costs  result  in  less  irrigation  of 
crops  other  than  orchards.  The  substitution  of  an  outside  source  of 
supply  within  the  Lindsay-Strathmore  Irrigation  District  has  resulted 
in  a  reduction  of  the  draft  there  and  while  this  does  not  appear  to  be 
directly  related  to  the  ground  water  in  this  area  it  may  have  some 
indirect  affect.  The  increased  groundwater  slope  due  to  the  lowering 
of  the  ground  water  may  have  resulted  in  an  increased  velocity  of 
movement  toward  this  area.     There  is  no  surface  irrigation  available. 

The  increase  in  the  amount  of  recovery  during  the  winter  months  of 
minimum  draft  for  each  winter  shown  in  Table  36  may  be  due  to  the 
effect  of  the  greater  slope  toward  this  area  caused  by  the  lowering  of 
the  water  table.  It  might  appear  that  with  sufficient  lowering  of  the 
water  table  the  rate  of  flow  into  the  area  would  be  increased  so  as  to 
balance  the  rate  of  draft. 

In  Fig.  13A,  hydrographs  of  typical  wells  in  this  area  are  shown. 
Well  1111  is  located  near  the  edge  of  the  valley  south  of  the  Lindsay- 
Strathmore  Irrigation  District.  A  lowering  in  each  year  is  shown. 
Well  1255  is  located  just  at  the  north  line  of  the  canal  served  area. 
There  has  been  a  very  steady  lowering  averaging  over  four  feet  per 
year.  Well  1246 A  is  three  miles  north  of  any  Tule  River  canal  service; 
the  lowering  has  averaged  about  six  feet  per  year.  Well  1325  is  in 
the  western  part  of  the  area  about  two  miles  north  of  Tule  River  canal 
areas  where  local  pumping  is  less  extensive  than  near  Well  1246A.  A 
continual  loAvering  of  less  amount  is  shown.  Well  1803  is  in  the  most 
western  part  of  the  area,  adjacent  to  canal  use  on  the  lower  Tule  River 
where  there  is  only  limited  local  pumping.  The  lowering  has  been 
continuous,  averaging  less  than  two  feet  per  year. 

The  maximum  lowering  of  the  ground  water  in  this  area  since 
pumping  began  has  exceeded  60  feet  in  the  area  adjacent  to  Lindsay. 
This  has  created  an  artificial  ground  water  slope  from  the  Tule  River 
toward  this  area.  The  present  rate  of  draft  represents  20  per  cent  of 
the  average  total  available  run-off  of  Tule  River.  With  the  extent  of 
use  of  the  run-off  of  Tule  River  on  areas  nearer  to  the  source  of  water 
supply  and  with  the  amount  of  movement  of  ground  water  in  the 
direction  of  its  natural  slope  to  the  other  areas  dependent  on  Tule 
River  it  does  not  appear  that  this  area  can  expect  to  produce  a  ground 
water  slope  under  which  20  per  cent  of  the  discharge  of  Tule  River  will 
reach  its  wells  without  increasing  the  lift  to  an  amount  in  excess  of 
feasible  costs. 

The  years  covered  by  the  data  given  in  Table  36  are  all  ones  of  less 
than  average  run-off ;  as  the  fluctuations  of  these  wells  do  not  appear  to 
vary  wTith  the  run-off  it  is  not  to  be  expected  that  they  will  recover  in 
years  of  more  than  normal  run-off.  Present  development  appears  to 
be  resulting  in  a  rate  of  draft  greater  than  the  ground  water  supply 
and  a  continual  lowering  of  these  wells  is  to  be  anticipated. 


WATER   RESOURCES   OP    TULARE    COUNTY. 


133 


38 


Jar?.    Feb.  Mar   Apr.    May  June  Ju/y    Aug.  Sept.  Oct     Nov    Dec 


330 


in  Sec.  /  7V/v?  f?Z££.juj>t 

north  of  area  reached  by    Tate  r?/  ver~    Can  a/ 5 


sto 


Adjacent  to  area  of  canal  i/je 


on  /ower  71/ le  ffiver 


r~/cj   13  sf    Hydrographs     of    Typical    Wells     in 
Area    west   of  Lindjaj  strath  more  /rr tg- 
atton  District    and  c/ep>e/?dent  on  t/ie 
Tute,   reiver  for  its    ^ rot* net   water  ^sc/pp/y 


134  DEPARTMENT   OF   PUBLIC   WORKS. 

Lands  East  of  West  Line  of  Range  25  East. 

The  area  east  of  the  west  line  of  range  25  east  covers  the  portion  of 
the  Tule  Delta  extending-  from  Pixley  to  Tipton  and  eastward  to  the 
areas  covered  by  canals.  The  ground  water  contours  indicate  that 
ground  water  may  move  into  this  area  from  Tule  River  sources;  the 
extent  of  such  movement  on  the  outer  portions  of  the  area  may  be 
limited  in  amount.  Present  development  is  largely  in  alfalfa  with  a 
marked  increase  in  vines  in  recent  years.  About  30  per  cent  of  the 
gross  area  is  now  irrigated.  The  draft  in  1921  was  an  average  of  0.8 
acre-feet  per  acre  of  gross  area  and  resulted  in  a  lowering  of  2.25  feet 
in  the  water  table.  This  rate  of  draft  is  the  same  as  that  on  the  upper 
canal  served  area ;  the  lowering  was  six  times  as  great.  The  difference 
indicates  the  difference  in  conditions  of  ground  water  recharge.  In 
general  the  greater  amount  of  lowering  occurred  in  tbe  outer  portions 
of  the  area. 

There  was  very  little  rise  of  the  ground  water  during  the  winter  of 
1920-21.  The  average  rise  was  0.15  feet,  being  greatest  on  the  western 
portions  of  the  area.  The  larger  winter  rise  in  the  area  to  the  west 
occurs  in  an  area  which  is  partially  artesian  and  may  represent  a 
recovery  of  pressure  rather  than  of  volume. 

The  present  rate  of  draft  in  this  area  represents  about  25  per  cent 
of  the  total  available  run-off  of  Tule  River.  In  view  of  the  use  of  this 
run-off  both  by  direct  canal  diversion  and  by  pumping  on  areas  nearer 
its  source  it  is  hardly  to  be  expected  that  this  proportion  of  the  run-off 
will  be  available  in  this  area.  It  is  probable  that  with  the  present  rate 
of  draft  some  lowering  of  the  water  table  will  occur  in  years  of  normal 
run-off.  A  continuation  of  the  present  rate  of  increase  in  pumping 
draft  by  the  development  of  additional  areas  can  only  be  expected  to 
increase  the  rate  of  lowering. 

Lands  West  of  West  Line  of  Range  25  East. 

The  area  west  of  the  west  line  of  range  25  east  includes  those  lands 
considered  to  receive  their  ground  water  supply  from  Tule  River 
sources  but  which  are  situated  relatively  distant  from  any  channel  or 
canals  supplied  by  Tule  River.  The  western  boundary  of  the  area  is 
the  division  between  ground  water  derived  from  Tule  River  and  those 
derived  from  general  mingled  sources  and  is  necessarily  indefinite. 
Present  irrigation  represents  about  one-fifth  of  the  gross  area,  the  crops 
being  mainly  alfalfa,  grain,  corn  and  pasture  with  very  small  areas  of 
fruit  or  vines. 

The  rate  of  draft  in  1921  of  0.35  acre-feet  per  acre  of  gross  area  is 
relatively  less  than  that  in  other  areas.  It  resulted  in  a  lowering  of 
the  ground  water  of  1.55  feet.  There  was  a  winter  rise  of  1.2  feet.  As 
this  area  formerly  was  artesian,  the  winter  rise  is  considered  to  be 
mainly  a  recovery  of  pressure  rather  than  of  volume. 

The  ground  water  conditions  in  this  area  are  more  indefinite  so  that 
it  is  difficult  to  draw  conclusions.  The  present  conditions  of  use  have 
resulted  in  a  loss  of  artesian  pressure  so  that  wells  which  formerly 
flowed  now  flow,  if  at  all,  only  during  the  winter  months  of  minimum 
draft.  The  movement  into  this  area  of  the  20,000  acre-feet  now 
pumped  can  only  be  expected  to  occur  under  conditions  of  materially 


WATER   RESOURCES   OF    TULARE    COUNTY.  135 

greater  slope  of  the  ground  water  than  that  now  existing  with  the  con- 
sequent increase  in  the  lift  required.  For  these  two  areas  lying  south- 
westerly from  the  area  covered  by  Tule  River  canals  the  draft  in  1921 
represents  58  per  cent  of  the  total  rim-off  of  the  Tule  River  for  that 
year  or  43  per  cent  of  the  average  available  run-off.  It  would  appear 
that  this  rate  of  draft  in  an  area  in  which  none  of  the  run-off  is  applied 
directly  to  the  surface  is  greater  than  the  supply  which  can  be  expected 
to  be  available.  The  continuance  of  the  present  rate  of  draft  can  only 
be  expected  to  result  in  a  continued  lowering  of  the  ground  water. 

The  only  detailed  records  available  for  the  ground  water  fluctuations 
are  those  for  1921.  There  has  been  a  continued  lowering,  however,  in 
recent  years,  as  indicated  by  general  data  collected  in  connection  with 
these  investigations.  Data  supplied  by  owners  for  fifteen  wells  in  this 
area  for  periods  varying  from  five  to  fifteen  years  show  a  lowering  of 
the  ground  water  of  from  fourteen  to  twenty-nine  feet  with  an  average 
of  twenty-one  feet.  The  larger  number  of  these  records  are  for  wells 
in  the  western  portion  of  the  area.  For  five  of  the  wells  in  the  eastern 
portion  of  the  area  the  lowering  varied  from  seventeen  to  twenty-five 
feet. 

Lands  South  of  Tule  River  Canal  Area. 

The  area  south  of  Tule  River  in  township  22  south,  ranges  27  and 
28  east,  which  has  been  included  in  the  Tule  River  area,  lies  between 
the  Tule  River  and  Deer  Creek.  The  division  between  the  areas  sup- 
plied from  Tule  River  and  Deer  Creek  is  indefinite.  The  western  por- 
tion of  this  area  is  probably  within  the  zone  of  movement  of  ground 
water  from  Tule  River.  The  eastern  portion  extends  to  the  edge  of 
the  valley  fill  and  may  have  only  the  locally  tributary  hill  area  as  its 
source  of  supply.  The  total  area  included  is  7000  acres  of  which  859 
acres,  practically  all  citrus  orchard,  are  irrigated.  The  irrigated  area 
lies  in  the  eastern  portion  of  the  area,  with  practically  no  development 
in  the  western  part  of  the  area. 

It  is  uncertain  whether  there  is  any  ground  water  movement  from 
the  Tule  River  through  the  depression  or  saddle  back  of  Piano  as  there 
are  no  wells  directly  available  on  the  saddle  from  which  data  on  eleva- 
tions or  materials  could  be  obtained.  Gravels  occur  near  the  surface 
and  may  extend  to  sufficient  depths  to  permit  some  movement  of  ground 
water.  The  development  in  this  vicinity  is  relatively  heavy  and  the 
pumping  has  resulted  in  a  cone  of  depression  in  the  ground  water  as 
shown  by  the  contours  on  Map  2. 

During  1921  in  the  eastern  portion  the  ground  water  lowered  as  much 
as  four  feet  for  the  full  year  although  in  the  winter  period  a  rise  of 
six  feet  occurred.  In  the  western  portion  there  was  little  lowering 
except  in  the  area  adjacent  to  the  pumping  of  the  Terra  Bella  Irriga- 
tion District  where  the  effect  of  the  heavy  draft  appears  to  have 
extended  into  this  area. 

Records  for  nine  wells  in  the  western  part  of  this  area  show  an 
average  drop  of  six  feet  between  1916  and  1921.  As  there  is  prac- 
tically no  local  draft  within  this  part  of  the  area  this  lowering  is  due 
to  the  effect  of  the  ground  water  slope  in  causing  movement  into  other 
areas.     AVhile  some  pumping  in  this  area  might  be  feasible  without 


136  DEPARTMENT   OF   PUBLIC   WORKS. 

permanent  lowering  of  the  ground  water  it  would  appear  that  any  such 
draft  would  he  an  interception  of  supplies  now  moving  through  this 
area  into  other  areas  where  pumping  is  now  practiced. 

SUMMARY. 

The  preceding  data  and  discussion  of  the  ground  water  conditions 
of  the  areas  dependent  on  Tule  River  for  their  water  supply  seem  to 
warrant  the  following  conclusions: 

(1)  The  present  pumping  draft  closely  approaches  the  total  mean 
annual  available  run-off  of  Tule  River. 

(2)  While  the  general  conditions  are  relatively  favorable  for  the 
addition  of  a  large  part  of  the  run-off  of  Tule  River  to  the  ground 
water,  the  present  draft  exceeds  the  average  replenishment. 

(3)  A  consideration  of  the  conditions  on  the  different  parts  of  the 
area  shows  that  the  greatest  lowering  of  the  ground  water  has  occurred 
on  those  areas  leas;t  directly  supplied  and  at  the  greatest  distance  from 
sources  of  percolation.  The  maintenance  of  present  conditions  can 
only  be  expected  to  result  in  a  continued  lowering  of  the  water  table 
in  such  areas. 

(4)  Any  increase  in  draft  on  such  outer  portions  will  directly 
increase  the  rate  of  lowering  of  the  ground  water.  Any  increase  in 
draft  in  the  portions  of  the  area  adjacent  to  sources  of  percolation  will 
indirectly  increase  the  lowering  of  the  outer  area  by  a  reduction  in  the 
ground  water  supply  available  for  outward  movement. 

Many  of  the  general  features  regarding  the  ground  water  supply  of 
the  Kaweah  area,  previously  discussed,  apply  to  the  Tule  area.  In  the 
case  of  both  streams  the  pumping  draft  is  resulting  in  lowering  of  the 
ground  water  in  the  outer  parts  of  the  areas.  Much  that  has.  been 
discussed  in  regard  to  possible  improvements  on  the  Kaweah  River  has 
application  on  the  Tule  River  also.  In  the  case  of  the  Tule  River 
present  methods  of  use  result  in  the  canal  irrigation  being  practiced 
in  any  area  much  smaller  than  that  dependent  on  the  Tule  River  for 
such  water  supply  as  it  may  receive. 

The  same  legal  rights  of  each  land  owner  to  pump  his  reasonable 
share  of  the  available  ground  water  supply  from  under  his  land  for  its 
irrigation  apply  to  both  areas.  It  should  be  recognized  that  the  exer- 
cise of  this  right  by  additional  lands  can  only  result  in  reducing  the 
supply  available  for  lands  now  developed. 


WATER   RESOURCES   OF   TULARE   COUNTY.  137 

Chapter  VIII. 

STORAGE  SITES  ON  TULE  RIVER. 

Storage  on  the  Tule  River  has  not  been  as  extensively  investigated  in 
the  past  as  it  has  on  the  other  adjacent  rivers.  In  the  report  by  Mr. 
A.  E.  Chandler  in  1901  on  Duty  of  Water  in  Tule  River  Basin,  pub- 
lished as  a  part  of  Bulletin  119  of  the  Office  of  Experiment  Stations  of 
the  United  States  Department  of  Agriculture  comments  on  two  pro- 
posed sites  are  given.  These  sites  are  at  Pleasant  Valley  on  the  main 
stream  and  just  below  the  Indian  Reservation  on  the  South  Fork.  The 
possibility  of  construction  of  the  Pleasant  Valley  site  has  been  under 
some  general  discussion  at  various  times  without  any  definite  steps  look- 
ing toward  its  development  being  taken.  Plans  for  the  use  of  the  site 
on  the  South  Fork  have  been  made  by  the  South  Tule  Independent 
Ditch  Company  for  a  capacity  of  about  500  acre-feet,  construction  being 
contemplated  as  soon  as  the  financing  of  the  work  can  be  arranged. 

The  status  of  present  water  rights  on  Tule  River,  as  previously 
discussed,  indicates  that  there  would  be  considerable  difficulty  in 
adjusting  present  diversions  so  as  to  enable  any  large  portion  of  the 
run-off  in  normal  years  to  be  stored.  It  may  well  be  that  it  would  be 
to  the  advantage  of  at  least  some  ditches  to  store  a  portion  of  the  water 
they  now  receive  in  the  earlier  portion  of  the  season  for  use  in  the  late 
summer  months  but  the  extent  of  such  storage  is  uncertain  and  the 
rearrangement  of  the  present  system  of  diversion  of  the  river  would  be 
complicated.  The  discussion  of  the  run-off  in  excess  of  present  diver- 
sions shows  such  excess  to  occur  in  only  occasional  years.  Its  storage 
as  a  basis  for  a  dependable  annual  supply  would  require  a  large 
capacity  in  proportion  to  the  average  annual  use  obtained  from  it  and 
would  only  be  economical  in  case  storage  sites  having  a  very  low  cost 
per  unit  of  capacity  were  available. 

The  desirability  of  extensive  storage  on  Tule  River  involves  consid- 
erations both  of  present  use  of  the  flow  and  of  the  availability  of  sites. 
The  feasibility  of  storage  can  not  be  settled  without  fairly  definite  data 
on  capacity  and  probable  cost  of  available  sites.  For  this  reason  it  was 
considered  advisable  to  make  surveys  and  prepare  cost  estimates  for  the 
regulation  of  Tule  River  by  storage  although  preliminary  investigations 
indicated  that  the  conclusions  would  be  unfavorable. 

Surveys  were  made  of  both  the  Pleasant  Valley  and  the  South  Fork 
sites.  On  the  South  Fork  the  survey  of  the  South  Tule  Independent 
Ditch  was  utilized  and  extended  to  cover  a  larger  capacity.  As  the  two 
sites  are  dependent  on  different  sources  of  water  supply  they  are  most 
conveniently  discussed  separately.  A  general  reconnaissance  of  the 
drainage  areas  of  the  tributaries  of  the  main  stream  failed  to  reveal 
other  desirable  storage  sites.  The  grades  of  the  streams  are  generally 
steep  without  valley  areas  closed  by  narrow  dam  sites.  On  the  Middle 
Fork  there  is  a  possible  site  below  the  mouth  of  Bear  Creek ;  a  prelimin- 
ary estimate  of  cost  and  capacity  indicated  that  the  cost  would  be 
excessive  and  no  surveys  were  made. 


138 


DEPARTMENT    OF    PUBLIC    WORKS. 


PLEASANT   VALLEY    RESERVOIR   SITE   ON    MAIN    TULE    RIVER. 

Map  6  shows  the  topography  of  this  site.  The  details  of  the  dam  sites 
are  shown  on  Fig.  14.  The  survey  was  carried  to  elevation  800  giving 
a  total  capacity  of  about  80,000  acre-feet.  The  capacity  and  area 
curves  are  shown  in  Fig.  15. 


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For  reservoirs  of  over  12,000  acre-feet  capacity  two  dams  wall  be 
required,  one  on  the  stream  channel  and  one  north  of  the  main  dam  to 
close  a  depression  in  the  rim  of  the  reservoir.  For  capacities  of  over 
60,000  acre-feet  capacity  a  third  dam  would  be  required  to  close  another 
depression  in  the  rim.  The  main  dam,  if  of  masonry  construction, 
could  contain  the  spillway ;  if  of  a  form  of  construction  not  suitable  to 
overpour,  the  spillway  might  be  located  at  one  of  the  depressions. 


WATER   RESOURCES    OP   TULARE    COUNTY. 


139 


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At  the  main  site  (Plate  IX,  Fig.  A)  bed  rock  is  not  directly  exposed. 
There  are  surface  boulders  of  granitic  rock  both  north  and  south  of  the 
river.  Above  the  height  of  the  dam  on  the  slopes  what  appears  to  be 
bed  rock  is  exposed.  The  depth  of  material  over  suitable  bed  rock  on 
the  slope  is  probably  not  excessive.  There  is  little  definite  basis,  how- 
ever, for  an  estimate  of  the  depth  of  bedrock  at  the  present  stream 
channel  and  across  the  bottom  of  the  present  low  land  adjoining  the 
stream.  As  this  low  land  has  a  width  of  about  400  feet  the  depth  to 
bedrock  in  this  portion  of  the  dam  would  materially  affect  the  cost  of 
construction.  The  probability  of  recommending  the  use  of  this  site  was 
not  sufficient  to  warrant  the  cost  of  borings  at  this  time. 

For  a  capacity  of  80,000  acre-feet  the  length  of  crest  of  the  main 
dam  would  be  1700  feet.  For  a  capacity  of  25,000  acre-feet  it  would 
be  about  1400  feet.  These  lengths  and  the  width  of  the  valley  bottom 
make  some  form  of  straight  dam  preferable  to  an  arch  type.  Owing  to 
the  uncertainty  as  to  depths  of  bedrock  estimates  of  cost  were 
prepared  on  three  bases:  (1)  that  no  stripping  would  be  required,  (2) 
that  stripping  of  the  least  amount  considered  probable  would  be 
required  and  (3)  that  stripping  of  an  amount  thought  to  be  sufficient 
to  cover  any  probable  depth  of  bedrock  would  be  required.  The  first 
assumption  is  obviously  more  favorable  than  can  occur,  the  second  is 
most  favorable  that  can  be  expected  and  the  third  should  include  the 
least  favorable  conditions  that  would  be  expected.  The  depths  of  strip- 
ping given  were  based  on  examinations  of  surface  conditions  at  the 
site  and  are  shown  in  Fig.  14. 


140 


DEPARTMENT   OF   PUBLIC   WORKS. 


Plate  IX,   Figure  A.     General   View  of  Pleasant  Valley  Reservoir  Site  on  Tule  River. 


Plate  IX,  Figure  B.  Looking  Across 
Main  Dam  Site  From  South  End  at 
Pleasant  Valley  Reservoir  Site  on 
Tule  River. 


WATER   RESOURCES    OP   TULARE   COUNTY. 


141 


Cost  estimates  for  the  different  assumptions  regarding  foundation 
conditions  and  for  different  capacities  were  made  from  which  the 
curves  shown  in  Fig.  16  have  been  plotted.  The  estimated  costs  were 
based  on  unit  costs  of  $8  per  cubic  yard  for  masonry  and  $2  per  cubic 
yard  for  stripping  with  items  for  paving,  outlet  gates,  control  of  the 
river  during  construction,  relocation  of  roads  and  railroad,  and  pur- 
chase of  lands  required.  An  addition  of  15  per  cent  to  the  estimated 
cost  of  the  above  items  was  made  to  cover  engineering  and  contin- 
gencies. The  estimated  cost  of  the  masonry  equals  about  60  per  cent 
of  the  estimated  total  cost. 


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The  estimates  as  plotted  in  Fig.  16  show  the  cost  of  a  masonry  dam 
at  this  site  to  be  relatively  high  per  unit  of  capacity.  Under  the  best 
foundation  conditions  to  be  expected  the  cost  for  the  masonry  dam  at 
the  largest  capacity  would  $50  per  acre-foot  and  might  be  $65  per 
acre-foot  with  foundation  conditions  which  might  be  found  to  exist. 
For  smaller  capacities  the  unit  costs  are  correspondingly  greater. 

Estimates  were  also  made  for  an  earth  dam  across  the  present  stream 
channel  with  spillway  at  one  of  the  other  two  dams  depending  on  the 
height  of  the  dam.  Provision  for  puddled  cut-off  trenches  and  for  the 
grouting  in  the  foundation  of  the  main  dam  were  made.  The  spillway 
would  require  concrete  construction  to  prevent  cutting  back  and  would 
be  more  expensive  and  less  desirable  than  an  overpour  at  the  main  dam. 


142 


DEPARTMENT   OP   PUBLIC   WORKS. 


An  estimated  cost  of  the  earthwork  of  $0.60  per  cubic  yard  was  used. 
The  material  required  in  part  at  least  would  have  to  be  brought  from 
areas  within  the  reservoir  site.  The  estimated  costs  are  also  plotted  in 
Fig.  16.  These  costs  are  lower  than  those  of  any  masonry  dam  that 
could  probably  be  built  at  this  site  although  generally  the  type  of  con- 
struction would  be  less  desirable  than  a  masonry  dam.  In  the  following 
discussion  of  the  possible  use  of  this  reservoir  site  the  estimated  cost 
for  the  earth  dam  has  been  used. 

In  order  to  determine  the  use  which  might  be  secured  from  such  a 
reservoir  it  was  assumed  that  the  full  flow  of  the  Tule  River  was 
available  for  regulation  by  storage  so  as  to  secure  the  maximum  utiliza- 
tion of  the  water  supply.  This  is  equivalent  to  assuming  that  there 
are  no  existing  rights  which  must  restrict  the  maximum  use  of  the  wrater 
supply  and  of  approaching  the  study  of  storage  on  the  basis  of 
maximum  usefulness.  The  mean  annual  run-off  at  the  site  since  1901 
has  been  120,000  acre-feet  per  year.  Preliminary  studies  indicated 
that  the  annual  differences  in  run-off  would  permit  a  regulated  supply 
of  100,000  acre-feet  per  year  being  obtained  without  either  excessive 
shortages  or  without  excessive  amounts  of  storage. 

The  run-off  records  were  compared  with  the  monthly  demands  and  the 
excess  available  for  storage  or  the  deficiency  to  be  supplied  from  storage 
determined.  The  supply  which  it  was  attempted  to  maintain  in  each 
month  was  as  follows:  March,  7000  acre-feet;  April,  12,000  acre-feet; 
Mav,  20.000  acre-feet;  June,  18,000  acre-feet;  July  17,000  acre-feet; 
August,  13,000  acre-feet ;  September  13,000  acre-feet ;  and  October,  3000 
acre-feet,  The  summary  of  the  results  obtained  together  with  the 
estimated  costs  are  given  in  Table  37. 


TABLE  37. 

Summary  of  Use  and  Cost  of  Storage  of  Different  Capacities  at  Pleasant  Valley  Reservoir  Site  on  Main  Tule  River. 
Regulated  Supply  for  Irrigation  of  100,000  Acre-feet  per  Year.  Costs  Based  on  Earth  Dam  at  River  with  Spillway 
at  Dam  No.  2. 


Thousands  of  acre-feet  unless  otherwise  noted 

g 

s 

■ji 

a 

M 

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t*J 

*—i 

i— t 
a 

*— i 

s 

W 

H 

Acre-feet 
storage 
capac- 
ity 

P 

D 
n 
P 

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< 

3 

3           c 

CO 

cf 

CO 

i 

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a. 

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a. 

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B  B 

co  £a 

2s" 
•    S- 

itimated    cost 
acre-foot  of  ca 
itv 

itimated    cost 
acre-foot  of  n 
use  .        

^2 

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CO 

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£' 

co 

CO 

timated    cost 
acre-foot  of  inert 
in  capacity 

timated    cost 
acre-foot   of   m 
annual  use 

i 
i 

! 

: 

1 

p  •a 

!  *< 

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1    <? 

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1        CO    CD 
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20,000 

0 

31 

18 

51 

$1,300,000 

$65 

$72 

20,000 

11 

$500,000 

$25 

$45 

40,000 

3 

20      : 

29 

40 

1,800,000 

L45J 

[62] 

10,000] 

3 

[250,000 

25 

83 

50.000 

6 

17 

i2 

37 

2,050,000 

41] 

64 

10,000 

3 

250,000 

25 

83 

60,000 

11 

14 

55 

34 

2,300,000 

38 

66 

20,000 

3 

450,000 

22 

150 

80,000 

21 

11 

58 

31 

2,750,000 

34 

72 

WATER   RESOURCES   OF   TULARE    COUNTY.  143 

A  capacity  of  20,000  acre-feet  is  not  sufficient  to  prevent  shortages 
in  almost  all  years  in  the  supply  it  is  attempted  to  maintain.  A 
capacity  of  40,000  acre-feet  reduces  the  average  shortage  to  20  per  cent 
of  the  regulated  supply.  Such  shortages  would  have  exceeded  20  per 
cent  of  the  supply  in  nine  years  of  the  20  years  of  record.  A  capacity 
of  50,000  acre-feet  would  have  given  shortages  in  excess  of  20  per  cent 
of  the  regulated  supply  in  seven  years  and  a  capacity  of  60,000  acre-feet 
in  six  years  out  of  20  years.  A  capacity  of  80,000  acre-feet  would  have 
reduced  the  shortages  by  the  amount  of  the  increased  capacity  in  only 
two  years  in  the  20  years  of  record.  Large  storage  capacities  will  not 
prevent  shortages  in  series  of  dry  years  except  by  holding  water  in 
storage  over  several  seasons.  Shortages  in  1904  and  1905  would  have 
bad  to  be  met  by  storage  carried  forward  from  before  1902.  Excess 
run-off  in  1909  would  have  had  to  be  held  to  meet  the  shortage  in  1913. 
To  have  met  the  shortages  of  the  last  four  years,  storage  would  have 
had  to  have  been  carried  forward  from  1916  with  a  total  storage 
capacity  of  175,000  acre-feet.  With  the  wide  fluctuations  occurring  in 
the  run-off  in  different  years  it  is  obvious  that  it  is  not  feasible  to  com- 
pletely eliminate  shortages  within  reasonable  limits  of  cost.  For  the 
conditions  existing  on  the  Tule  River  at  this  site  it  is  thought  that  a 
reservoir  of  50,000  acre-feet  capacity  is  as  large  as  would  be  warranted. 

STORAGE  ON   SOUTH    FORK   OF  TULE    RIVER. 


There  is  a  reservoir  site  on  the  South  Tule  River  just  below  the 
Indian  Reservation  whose  development  to  a  capacity  of  500  acre-feet 
is  planned  by  the  South  Tule  Independent  Ditch  Company.  Such 
development  would  permit  this  company  to  hold  run-off  in  the  earlier 
portions  of  the  season  for  use  in  the  later  portions. 

This  site  also  appears  to  be  the  most  favorable  one  on  the  South  Fork 
for  larger  storage  capacities.  Within  the  Indian  Reservation  the  grade 
of  the  stream  becomes  steeper.  Below  this  site  there  are  other  locations 
at  which  storage  might  be  constructed.  Preliminary  investigations 
indicated  that  such  sites  would  have  less  favorable  costs  and  no  greater 
capacities  than  the  site  of  the  South  Tule  Independent  Ditch  Company 
and  no  actual  surveys  of  other  sites  were  made. 

In  order  to  determine  the  probable  costs  and  capacities  of  the  South 
Tule  Independent  Ditch  Company  site  the  survey  made  for  the  canal 
company  by  Mr.  G.  B.  Sturgeon  was  extended  to  a  capacity  of  5000 
acre-feet.  The  topography  is  shown  on  Map  7  and  the  capacity  curve 
in  Fig.  17.  This  capacity  would  require  a  dam  of  about  100  feet  in 
height.  At  this  elevation  the  dam  site  begins  to  lengthen  so  that  the 
costs  of  larger  capacities  would  be  increased. 


144 


DEPARTMENT    OF   PUBLIC   WORKS. 


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The  mean  annual  rim-off  of  the  South  Fork  of  Tule  River  at  this 
point  has  been  estimated  as  29,000  acre-feet.  A  storage  capacity  of 
5000  acre-feet  will  not  control  this  run-off  and  make  it  available  for 
irrigation  at  the  times  needed.  Such  a  reservoir,  however,  when  oper- 
ated in  conjunction  with  one  on  the  main  Tule  River  at  Pleasant  Valley 
could  be  used  to  regulate  both  streams. 

The  dam  site  is  located  about  one-half  mile  below  the  Indian  Reserva- 
tion boundary ;  for  the  capacities  given  some  land  within  the  reservation 
would  be  flooded.  The  exact  location  of  the  clam  would  be  determined 
by  its  height ;  the  formation  is  generally  granitic  with  contact  with 
schists  of  various  textures.  The  depth  to  bedrock  is  probably  small 
and  the  character  of  the  rock  satisfactory  at  all  locations. 

The  cross  sections  at  the  various  dam  sites  available  are  such  that  a 
single  arch  dam  would  give  lower  costs.  For  the  5000  acre-foot 
capacity  a  single  arch  dam  with  a  radius  of  500  feet,  a  crest  length  of  I 
900  feet,  a  maximum  height  of  110  feet  has  been  estimated  to  cost 
$535,000  or  $107  per  acre-foot  of  capacity.  This  is  a  relatively  high 
unit  cost.  For  smaller  capacities  the  cost  per  acre-foot  would  be: 
larger. 

With  a  storage  capacity  of  5000  acre-feet,  a  regulated  supply  of 
20.000  acre-feet  per  year  could  be  secured  with  an  average  shortage  of 
4000  acre-feet,  the  shortages  exceeding  30  per  cent  of  the  supply  in  one 
vear  in  four. 


WATER   RESOURCES    OF   TULARE   COUNTY. 


153 


TABLE  41. 
Summary  of  Areas  Irrigated,  Pumping  Draft  and  Fluctuations  of  Ground  Water  in  White  Creek  Area  in  1921. 


Area  east 

of  center 

line  of 

range  26  E. 

West  one-half 
of  range  26  E. 
and  east  two- 
thirds  of 
range  25  E. 

Remainder 

of  western 

White 

Creek 

area 

Total 

Average 

draft  in 

acre-feet  per 

acre  for 

each  crop 

Crop-acres — 
Alfalfa        

3 

1.296 

201 

1,103 

599 

4,010 

1,083 

987 

242 

1,348 
1,895 
4,224 
1,189 
2,919 

3.7 

2.1 

Vines  .     

13 

106 
1,929 

2.5 

Corn.  

2.5 

Miscellaneous    

3 

15 

Totals     

1,503 

57,000 
3,576 
2.40 
0.06 

0.80 

0.15 

7,782 

23,000 

19,166 

2.5 

0.8 

3.2 

0  5 

2,290 

24,000 
2,938 
1.30 
0.12 

0.70 

0.08 

11,575 

104,000 

27,045 

2.30 

0.27 

1.30 

0.20 

2.3 

Gross  area,  acres .  

Total  draft,  acre-feet .     .  .   _ 

Draft  in  acre-feet  per  acre  irrigated...  

Draft  in  acre-feet  per  acre  of  gross  area 

Lowering  of  ground  water  November  1,  1920, 

to  November  1,  1921 

Rise  in  ground  water  November  1,  1920,  to  Feb. 

February  1,  1921 

In  Fig.  18  hydrographs  of  typical  wells  in  the  White  Creek  area  are 
shown.  Well  4-7-19  is  near  the  upper  portion  of  the  creek  and  shows 
the  rise  due  to  flow  in  the  creek  following  a  heavy  rain  in  May.  There 
is  no  irrigation  pumping  near  this  well.  Well  4-6-22  is  near  White 
Creek  helow  any  flow  in  the  creek  in  1021  and  just  ahove  the  pumping 
area  extending  from  Delano  to  Earlimart.  A  continual  lowering 
amounting  to  2.5  feet  for  the  year  is  shown.  Well  4-6-14  is  northeast 
of  Delano  in  an  area  of  much  recent  pumping  development  and  distant 
from  any  large  direct  source  of  replenishment.  A  continual  drop  is 
shown  amounting  to  2.5  feet  for  the  year.  Well  4-5-19  is  northwest  of 
Delano  at  the  western  edge  of  present  pumping  development.  A  drop 
of  two  feet  for  the  year,  with  a  slight  recovery  in  the  fall  of  1921,  is 
shown. 

Data  on  twelve  wells  in  the  area  of  pumping  between  Delano  and 
Earlimart,  for  periods  varying  from  six  to  fifteen  years,  gives  an 
average  lowering  of  sixteen  feet.  These  records  indicate  that  the 
lowering  of  the  water  table  began  before  1916.  Further  west  the 
lowering  has  been  less  as  the  amount  of  pumping  is  less  and  the  condi- 
tions of  mingled  sources  of  ground  water  are  approached. 

The  conditions  existing  in  this  area  should  make  it  obvious  that  only 
limited  pumping  drafts  can  be  made  without  serious  lowering  of  the 
ground  water.  The  distance  from  any  dependable  source  of  recharge 
and  the  sensitiveness  of  the  ground  water  to  draft  as  shown  by  the 
1921  records,  make  it  evident  that  pumping  in  this  area  is  drawing 
mainly  on  reserve  of  ground  water  which  has  been  accumulated  over 
an  indefinitely  long  period.  When  once  depleted  by  pumping  a  simi- 
larly long  period  will  be  required  for  the  refilling  of  the  ground  water 
storage.  A  continuation  of  the  present  rate  of  draft  can  only  be 
expected  to  result  in  the  lowering  of  the  ground  water  to  depths  from 
which  pumping  will  no  longer  be  profitable.  Every  effort  should  be 
used  to  discourage  additional  development  in  this  area  as  it  can  only 
lessen  the  period  of  time  before  this  condition  occurs. 

11—21044 


154 


DEPARTMENT    OF   PUBLIC   WORKS. 


AREA  IN  SOUTHWESTERN  TULARE  COUNTY  WHOSE  GROUND  WATER 
IS   CONSIDERED  TO   COME   FROM    MINGLED   SOURCES. 

The  field  work  of  these  investigations  was  extended  to  cover  all 
of  southwestern  Tulare  County.  This  includes  some  area  which 
might  receive  ground  water  from  Tule  River  and  Deer  and  "White 
creeks  but  which  is  also  considered  to  be  within  the  area  which  may 
receive  ground  water  from  the  general  valley  sources.  The  change  in 
the  direction  of  the  ground  water  contours  on  Map  2  indicates  that  the 
source  of  the  ground  water  is  from  Kern  County  areas  rather  than  from 
Tulare  County  sources  for  at  least  a  part  of  this  area. 

The  larger  development  in  this  area  is  that  of  the  Alpaugh  Irriga- 
tion District.  The  water  supply  is  secured  entirely  from  wells,  part  of 
which  are  located  within  the  district  and  part  are  located  in  T.  25  S., 
R.  23  E.,  in  Kern  County.  The  area  irrigated  in  1921  included  some 
irrigation  of  grain  outside  of  the  district  boundaries.  The  quantity 
pumped  from  the  wells  within  the  district  represented  about  one-third 
of  the  supply,  the  remaining  portion  being  secured  from  the  Kern 
County  wells.  The  Kern  County  wells  flow  during  the  winter  and  are 
pumped  during  the  irrigation  season. 

The  data  collected  regarding  the  use  of  water  in  this  area  is  sum- 
marized in  Table  12.  The  area  listed  as  miscellaneous  consisted  mainly 
of  grain  given  one  irrigation.  The  rate  of  draft  both  for  the  area 
irrigated  and  for  the  gross  area  was  relatively  small.  For  the  year  an 
average  rise  of  1.0  feet  in  the  ground  water  occurred.  Some  rise 
occurred  in  all  parts  of  the  area  except  the  southern  part  of  T.  24  S., 
R.  24  E.  There  was  also  a  relatively  large  recovery  during  the  winter 
months.  As  this  area  is  one  of  artesian  pressure  the  ground  water 
fluctuations  represent  changes  of  pressure  rather  than  of  volume  of 
ground  water. 

TABLE  42. 
Summary  of  Use  of  Wafer  and  Ground  Wafer  Fluctuations  in  Area  in  Southwestern  Portion  of  Tulare  County  in  1921 


Areas  supplied 

by  pumps 

exclusive  of 

Alpaugh 

Irrigation 

District 

Areas 

irrigated  by 

Alpaugh 

Irrigation 

District 

Total 
area 

Alfalfa,  acres... 

Corn,  acres 

478 

253 

4,646 

1,806 
♦  275 
3,352 

2,284 
528 

Miscellaneous,  acres 

7,998 

Total  acres ...                                                                    .  .. 

5,377 
5,870 

5,433 
*3,600 

10,810 

Total  acre-feet  pumped 

9,470 

Gross  area,  acres  .. . 

64,500 

Total  draft  in  acre-feet  per  acre  of  gross  area 

0.15 

Average  rise  of  ground  water,  November  1,  1920,  to  February  1,  1921 

2.2 

Average  rise  of  ground  water,  November  1,  1920,  to  November  1,  1921  . 

1.0 

'Estimated  draft  on  wells  within  district  only. 


Well  3-3-3,  in  Fig.  18,  represents  the  hydrograph  of  a  well  in  the 
artesian  area  and  shows  the  typical  rise  during  the  winter  and  lowering 
during  the  summer.  A  gain  of  two  feet  in  1921  over  1920  is  shown. 
These  fluctuations  are  considered  to  be  mainly  variations  of  pressure 
rather  than  of  volume. 


WATER   RESOURCES    OF    TULARE    COUNTY.  155 

The  sources  of  ground  water  for  this  area  are  too  complex  to  enable 
the  extent  of  the  supply  to  be  discussed  definitely.  The  present  condi- 
tions of  draft  did  not  result  in  a  lowering  of  pressure  during  1921.  A 
reduction  of  flow  of  artesian  wells  has  occurred  in  the  past.  The 
present  rates  of  draft  within  the  area  would  be  expected  to  result  in 
only  limited  reductions  of  pressure.  It  is,  however,  to  be  presumed  that 
any  continued  overdraft  by  pumping  in  the  areas  in  which  the  ground 
water  supply  of  this  area  may  originate  will  eventually  result  in  a 
reduction  of  the  supply  reaching  this  area  with  a  consequent  reduction 
in  the  ground  water  levels. 

NORTHERN    KERN    COUNTY. 

General  ground  water  investigations  in  Kern  County  were  made  in 
1920  and  are  discussed  in  Bulletin  9  of  this  Department.  The  areas  in 
township  25  south,  were- only  partially  covered  in  these  investigations. 
In  order  to  connect  the  areas  of  the  two  investigations  observations 
were  extended  into  Kern  County. 

The  only  direct  local  source  of  water  supply  for  the  northern  edge 
of  Kern  County  is  Rag  Gulch.  This  has  a  very  limited  and  variable 
run-off.  which  has  been  estimated  as  an  average  of  3500  acre-feet  per 
year.  In  1918  an  unusually  heavy  storm  on  the  South  Fork  of  Rag 
Gulch  is  reported  to  have  resulted  in  flow  as  far  as  the  Southern  Pacific 
tracks  near  Richgrove.  During  normal  season  the  surface  flow  does 
not  reach  very  far  into  the  vallev.  The  canvass  of  the  area  irrigated  in 
the  north  half  of  T.  25  S.,  R.  25  and  26  E...  in  1920.  gave  a  total  draft 
of  9100  acre-feet.  There  has  been  a  relatively  large  increase  in  the 
pumping  draft  in  the  vicinity  of  Delano  in  recent  years.  Well  records 
show  a  lowering  of  the  ground  water  of  from  two  to  five  feet  in  1921 
in  the  vicinity  of  Jasmin  and  Delano  and  about  one  foot  in  the  vicinity 
of  Pond.  As  this  area  lies  too  far  north  to  be  affected  by  Poso  Creek 
or  by  Kern  River,  its  ground  water  supply  is  relatively  limited  in 
amount  and  a  continuance  of  the  present  rate  of  development  can  only 
be  expected  to  result  in  a  permanent  ground  water  lowering. 


21044    11-22    2500 


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MAP  7 
RE5ERVDIR       5ITE 


SOUTH     FORK    or   TULE     RIVER 

AT       MEAD        OF 

SOUTH    TULE    INDEPENDENT     DITCH 

STATE    TJF    CALIFORNIA 

DIVISION    OF     ENGINEERING     AND    IRRIGATION 

DEPARTMENT        GF        PUBLIC       WORKS 
1921 


scale         '«"*         PHYSICAL 
SCIENCES 
UBRARY 


MAP    6 
PLEASANT    VALLEY    RE5ERVDIR   SITE 


TU  LE      RIVER 

STATE      DF     CALIFORNIA 

DIVISION     DF     ENGINEERING     AND     IRRIGATION 

DEPARTMENT     PUBLIC     WORKS 

I3EI 


Notes: 

Depths     of     grovnd      water 
are     shown     in    feet 

Data     from     main    Kaweah 
delta     areas      from    well 
readings    by      Lindsay  - 
Strath  more     Irrigation 


Data     for     remainder     frc 
readings     of     Division    of 
Engineering      and     Irrigation 

Lines      shown     are     based    on 
aLot/r   SOO     well     readings     ,, 


MAP     4 

AVERAGE     DEPTHS     OF 
GROUND  WATER 

NOVEMBER  1,1921 


PORTIONS        OF       SAN      JOAQUIN      VALLEY 
IN     AND       ADJACENT      TO     TULARE        COUNTY 


5TATE       OF      CALIFORNIA 

DEPARTMENT       OF     PUBLIC     WORKS 

DIVISION       OF      ENGINEERING        AND      IRRIGATION 


PHYSICAL 
SCIENCES 


Ft.26£. 


R.2  7E. 


MAP  3 
change: 


TlfS 


GROUNDWATER  ELEVATIONS 

FROM 

NOV.  1,1120    to     N0VI,l°i2l 
PORTIONS  =f  SAN  JOAQUIN  VALLEY 

I   M      AIM  O 

ADJACENT  toTULARE  COUNTY 

STATE<=t"  CALIFORNIA 
DEPARTMENTS  PUBLIC  WORKS 
DIVISION  of  ENGINEERING-  *  I RRIGATION 


X/75. 


T.ZOS 


T.ZOS. 


T2I5. 


TZI5. 


T.22S. 


T.23S. 


Notes- 

Chonoes    are  shown 
in  feat. 

Data  from   mom  ttoweoh 
Delta  areas  from 
well  readings   by        ^ 
Lindsay- S+rathmore      10 
Irrigation   District     ^ 

DatQ  for   remainder        ^ 
from  readinqs    of 
Division   of  Enqineenna 
and   Irrigation- 

Lines   shown    are 
based    on    a  total 
of,55(3well  readings 


T24S. 


T2SS. 


R.Z5E. 


H.26E 


Ef.27E. 


R.ZBE. 


R29E. 


PHYSICAL 
SCIENCES 


PHY?"\H! 
SCIENCE! 


fs2ie. 


FI.22E. 


FI.Z4-E. 


R.25E. 


FT.27E. 


T/75- 


T/B  S. 


MAP   2 
<=>f 

GROUND  WATER  CONTOURS 

<=>f 

SAN  JOAQUIN  VALLEY 
TULARE    COUNTY 
ADJACENT  AREAS 

STATE    =f    CALIFORNIA 

DEPARTMENTS   PUBLIC  WO RK5 

DIVI5ION  =  f  ENGINEERING  ="•*  IRRIGATION 


7T/9  5. 


77205 


T20  5 


T2/S. 


T22  5. 

Notes. 

— =—  Lines   indicating    the    bound- 
aries   of   su bcfivisions    of    the 
areas    used   in   the    ground 
water   discussion 
.with  number  gives    location    of 
typical    wells    whose     bydroqraphs 
are    shown    on    figs    6,  7,  e.s,TJ,  I3A,  18 

Elevations  as  of  November  I,  11Z\ 

Data  for  outer  portions  of    Kaweah  delta, 
Tule.   River  and    Southern     part  of   area., 

from    readings    of  State.     Department  of 

Engineering 

Data  farmain    portion  of    Kaweah  delta 

from  readinqs    of   Lindsay-  Strathmore 

Jrnqation    Districf 

Readinqs  from  area  west  of    Cross  Greek 
mainly  from    data  supplied    byMox     Enderlein 
Manager,  South  Kinqs    River   Association 

Dotted  lines  indicate   location   of  contours 
to  be  uncertain  due    to   Lack  o-f   data. 

Lonq   dash   lines    represent   contours 
for   artesian    strata 


T22  5. 


77235. 


T24-5. 


based 


Surface  water     contours 
ondota   from    550  wells- 

Art  as  ion    wafer    contours  ar  e  based  on 
data   for     17    wells 

All  elevations    determined   from  actual 
leveling     from    US  G-S      datum,    except 
for  we.Hs    west    o-f   Hanford    for  which 
depths  to  water     were  subtracted 
from      around      surface     contour 
elevations 


R.23E 


RZ4E 


m$E 


F?.Z6E 


nziE 


PHYSICAL 
SCIENCES 


THIS   BOOK   IS   DUE  ON   THE  LAST   DATE 
STAMPED   BELOW 


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ARE  SUBJECT  TO   IMMEDIATE  RECALL 


RECEIVED 

JUN  2  7  1990 
PHY  SCI  LIBRARY 

AUG  0  9  1993 


S  28  2000 If tp 

RECEIVED 

AUG  2  a  2000 

PSL 


"S: 


IVED 


SEP^2  1J93 

.'SiCALSCS.  LIBRARY 

JAN  1  9  2000 

JAN  2  7  2000  IEC1 
APR  1  3  2000 

LIBRARY,   UNIVERSITY  OF  CALIFORNIA,  DAVIS 

Book  Slip-Series  458 


C3Jl'#, 


TC&\ 


PHYSICAL 
SCIENCES 

LIBRARY 

ca 

A£ 

~> 

•4- 

CoW 

obe.  : 

<£_m 

o^>5 

lT\ 

Pbdtet 


<ultiKAKi 

UNIVERSITY  OF  CALIFORNIA 

DAVIS 


111580 


3  1175  00473  8665 


